Vulcraft Joists SIZES

TABLE OF CONTENTS

VULCRAFT DESIGN NOTICE . . . . . . . . . . . . .3

GENERAL INFORMATION . . . . . . . . . . . . . . .6A. Joist Design Commentary

1. Vibration2. Deflection3. How to Specify Concentrated &

Other Non-Uniform Loads on Steel Joists

LOAD RESISTANCE FACTOR DESIGN . . . . .8

K AND KCS SERIES . . . . . . . . . . . . . . . . . . . .9A. General InformationB. K-U.S. Customary Load TablesC. KCS Load Tables (U.S. and Metric)D. K-Metric Load TablesE. K-Specifications

ACCESSORIES AND DETAILS . . . . . . . . . . .31A. VS Series and Loose OutriggersB. K-DetailsC. LH and DLH-Details

LH AND DLH SERIES . . . . . . . . . . . . . . . . . .43A. General InformationB. LH-U.S. Customary Load TablesC. DLH-U.S. Customary Load TablesD. LH-Metric Load TablesE. DLH-Metric Load TablesF. LH and DLH Specifications

SLH SERIES . . . . . . . . . . . . . . . . . . . . . . . . .63A. General InformationB. SLH DetailsC. SLH-Load TablesD. SLH-Specifications

JOIST GIRDERS . . . . . . . . . . . . . . . . . . . . . .74A. General InformationB. Joist Girder DetailsC. Bottom Chord Brace TablesD. Joist Girders in Moment Resistant FramesE. Joist Girder Weight Table-U.S. CustomaryF. Joist Girder Weight Table-MetricG. Joist Glrder Specifications

FIRE RESISTANCE RATINGS WITH STEEL JOIST AND JOIST GIRDERS . . . . .103

ECONOMICAL JOIST GUIDE . . . . . . . . . . .107

RECOMMENDED CODE OF STANDARD PRACTICE . . . . . . . . . . . . .119

PUBLICATIONS . . . . . . . . . . . . . . . . . . . . .127

FRONT COVER PICTURE:Brown & Root Employee Center

Houston, TexasGeneral Contractor: Brown & Root

Steel Fabricator: Palmer Steel Supplies, Inc.

**IMPORTANT NOTICE**BASED UPON FINDINGS OF INDUSTRYSPONSORED RESEARCH, THE STEELJ O I S T INSTITUTE HAS DEVELOPED NEW REQUIREMENTS FOR THE USE OF ERECTION STA B I L I T Y BRIDGING. THE NEW SJI SPECIFICATIONS REQUIRE BOLTED DIAGONALBRIDGING TO BE INSTALLED FOR SOME K-SERIES AND LH-SERIES JOISTS BEFORE SLACKENING T H EHOISTING LINES. THE JOIST S PA N SREQUIRING THIS STA B I L I T Y B R I D G I N GARE SHADED IN THE LOAD TABLES.

I T IS VERY I M P O RTA N T FOR JOISTSPECIFIERS AND ERECTORS TO KNOW T H AT O S H A IS INTERPRETING29CFR-1926.751 (c)2 TO MEAN A L LJ O I S T F O RT Y (40) FEET (12192MM) AND LONGER TO REQUIRE A ROW OFB O LTED BRIDGING TO BE IN PLACEBEFORE SLACKENING OF HOISTINGLINES.

1

1995 REVISIONS

PAGE SECTION CHANGE1 Added notice regarding bridging.

6 Vibration Revised.

7 Concentrated Loads Revised.

8 LRFD Added.

9 K-Series New bridging tables.

10-13 K-Series Added shading and OSHAnote for erection stability requirement.

14-17 KCS-Series Change from CS-Series, added metric.

18-21 K-Series Added metric load tables.

22-29 K-Series Revised specifications to include metric and new bridging criteria.

31 Accessories & Details Revised VS-Series.

35-36 Accessories & Details New bridging requirements.

39 Accessories & Details New top chord extension load table-metric.

40 Accessories & Details Revised camber tables to include metric.

43 LH-DLH Series New bridging tables.

44-46 LH-Series Added shading and OSHAnote for erection stability requirement.

47-48 DLH-Series Added shading for erection stability requirement.

49-52 LH-Series New metric tables.

53-54 DLH-Series New metric tables.

55-62 LH-DLH Series Revised specifications to include metric and new bridging criteria.

77 Joist Girders Re-worded.

78 Joist Girders Added detail "F".

80-88 Joist Girders Enhanced weight tables and added stepped line to indicate when a 10 inch deep bearing should be used.

89-95 Joist Girders New metric design example and metric weight tables.

96-102 Joist Girders Revised specifications to include metric.

103-106 Fire Resistance Ratings Revised stress limitations and revised some fire resistance ratings.

107-118 Economical Joist Guide Added shading for erection stability requirements. Method of listingjoists in order of economies has been revised.

119-126 Recommended Code of Standard Practice Revised to include metric and new bridging criteria.

2

A WORD ABOUT QUALITY

In manufacturing steel joists, there can be no compro-mise on quality. Your business depends on it. Our rep-utation and success depends on it. As the largestmanufacturer of steel joists in the United States, a lotof buildings and a lot of people depend on Vulcraft forconsistently high standards of quality that are demon-strated in reliable performance.

In the manufacturing of steel joists and joist girders,Vulcraft uses high quality steel. Welding to exact spec-ifications is the key to making structurally sound joists--and the most critical step in the entire process. Thisbeing the case, all Vulcraft welders are certified toAmerican Welding Society standards. All welds are inaccordance with the Steel Joist Institutes welding cri-teria and all Vulcraft joists are manufactured to meetthe required design loads of the specifying profession-al.

To further insure the precision and quality of everyweld, every Vulcraft quality assurance inspector is alsocertified to these same high standards. FurthermoreVulcrafts quality assurance supervisors report directlyto the engineering manager. Vulcraft also employs anongoing program of mechanical testing that includesfull scale load tests at every facility.

As the leading manufacturer of steel joists and joistgirders in the United States, Vu l c r a f t s reputationdepends on successfully managed quality control pro-grams. Thats why quality is important at Vulcraft. Youhave our word on it.

NOTICE

Vulcraft, a Division of Nucor Corporation, has providedthis catalog for use by engineers and architects indesigning and using Vulcraft open web joists and openweb girders. It includes all products available at thetime of printing. Vulcraft reserves the right to change,revise or withdraw any Products or procedures withoutnotice.

The information presented in this catalog has beenprepared in accordance with recognized engineeringprinciples and is for general information only. While itis believed to be accurate, this information should notbe used or relied upon for any specific application with-out competent professional examination and verifica-tion of its accuracy, suitability and applicability by anengineer, architect or other licensed professional.

Vulcraft is a manufacturer of open web steel joists, joistgirders, floor deck and roof deck. Vulcraft employs astaff of engineers for the design, manufacture andmarketing of its products. Vulcraft does not accept theresponsibility as the design professional of record forany structure. Vulcraft accepts the delegation of theengineering responsibility only for the products it man-ufactures, provided the application and applicableloading for these products are specified by the designprofessional of record. Vulcraft provides engineeringfor the design of its products and does not displace theneed on any project for a design professional ofrecord.

3

VULCRAFTSTEEL JOISTS AND JOIST GIRDERS,

STEEL ROOF AND FLOOR DECK, COMPOSITE JOISTS

VULCRAFT OFFERS A WIDE RANGE OF JOISTS, JOIST GIRDERS AND DECK PRODUCTS.

FOR MORE INFORMATION, CONTACT A VULCRAFT SALES OFFICE

VULCRAFTMANUFACTURING LOCATIONS:

P.O. Box 637 Brigham City, UT 84302* (435) 734-9433 Fax: (435) 732-5423

P.O. Box 100520 Florence, SC 29501 (843) 662-0381 Fax: (843) 662-3132

P.O. Box 680169 Fort Payne, AL 35968 (256) 845-2460 Fax: (256) 845-2823

P.O. Box 186 Grapeland, TX 75844 (936) 687-4665 Fax: (936) 687-4290

P.O. Box 59 Norfolk, NE 68702 (402) 644-8500 Fax: (402) 644-8528

P.O. Box 1000 St. Joe, IN 46785 (219) 337-1800 Fax: (219) 337-1801

P.O. Box 280 Chemung, NY 14825 (607) 529-9000 Fax: (607) 529-9001*STEEL JOISTS, JOIST GRIDERS AND COMPOSITE JOISTS ONL Y.

www.vulcraft.com

4

312 Elm Building, Cincinnati, OhioArchitect: Space Design International

Structural Engineer: Stanley D. Lindsey and AssociatesDeveloper: Duke Construction Management

Steel Fabricators: Ferguson SteelSteel Erector: Ben Hur Construction

5ALABAMAP.O. Box 680169, Fort Payne, Alabama 35968 (256) 845-2460Joists & Deck Fax: (256) 845-2823

INDIANAP.O. Box 1000, St. Joe, Indiana 46785 (219) 337-1800Joists & Deck Fax: (219) 337-1801

NEBRASKAP.O. Box 59, Norfolk, Nebraska 68702 (402) 644-8500Joists & Deck Fax: (402) 644-8528

SOUTH CAROLINAP.O. Box 100520, Florence, South Carolina 29501(843) 662-0381Joists & Deck Fax: (843) 662-3132

TEXASP.O.Box 186, Grapeland, Texas 75844 (936) 687-4665Joists & Deck Fax: (936) 687-4290

UTAHP.O. Box 637, Brigham City, Utah 84302 (435) 734-9433Joists Fax: (435)723-5423

Coming By Fall 2001 Vulcraft of New York

JOINT DESIGN COMMENTARY

FLOOR VIBRATION Floor vibration occurs, in varying degrees, in all typesof building construction. Unlike steady state vibration,which can be isolated, vibration due to human impactis inconsistent in amplitude and frequency and there-fore, more difficult to control.

The Steel Joist Institute has studied this phenomenonfor many years. Laboratory research has been per-formed and numerous buildings, exhibiting both goodand bad characteristics, were tested using seismicrecording instruments. The findings have been pub-lished by the SJI in Technical Digest #5.

The vast majority of structures, including those utilizingsteel joists, do not exhibit floor vibrations severeenough to be considered objectionable. However,human sensitivity to vibratory motion varies, and a sat-isfactory framing solution is dependent upon the soundjudgement of qualified structural engineers.

The following observations are in keeping with theresearch data for vibrational characteristics not objec-tionable to normal human response, and are recom-mended only as a guide.

DEFINITIONS Floor vibration is measured in terms of amplitude andfrequency. These two factors are not objectionable toall people at the same level since human sensitivityvaries.

Amplitude is defined as the magnitude or total distancetraveled by each oscillation of the vibration.

Frequency is the term used to describe the speed ofthe oscillations and is expressed in cycles per secondor Hz.

Acceleration results from combining amplitude andfrequency and is the only vibration factor whichhumans can sense.

Damping is defined as the rate of decay of amplitude.

OPEN FLOOR AREAS are most subject to vibrationalproblems. Objections occur most often when a 2 l/2"thick slab of lightweight concrete is used on spans inthe range of 28 feet. As the spans both increase anddecrease from this length, the likelihood of objection-able vibration tends to taper off. Partitions, file cabi-nets, book stacks, heavy furnishings and even crowdsof people provide additional damping and minimizecomplaints.

THICKER FLOOR SLABS are an economical solutionto floor vibration, when open floor areas are required.Additional thickness increases floor system stiffnesstransverse to the joists, thus reducing the amplitude. Aslight increase in frequency will be offset by the addi-tional mass of the system, producing a reduction ofobjectionable vibration.

WIDER JOIST SPACINGS improve vibrational charac-teristics only when combined with thicker floor slabs.The resulting increase in joist size does not contribute

significantly to the composite section. When used witha thicker slab, greater resistance to vibration can beachieved, and, since fewer pieces must be installed,may be more economical.

PARTITIONS introduce damping and usually eliminatevibration problems. They will be effective either aboveor below a floor. Partitions below provide dampingeven though only attached to suspended ceilings andnot in direct contact with joists.

S U P P O RT FRAMING BEAMS sometimes greatlymagnify floor vibration. If a floor vibration problem isjudged to be imminent, one needs to calculate the nat-ural frequency and amplitude for both the joist andsupporting joist girders or beams. In this manner theresulting system amplitude and frequency can bedetermined from which the required system dampingcan be calculated. The damping provided in the sys-tem should be greater than the calculated requireddamping.

INCREASING JOIST STIFFNESS above that which isrequired by live load deflection is not a good solution.Increasing the stiffness of the steel joists themselvesresults in increasing the frequency and slightlydecreasing the amplitude of the floor vibration.

BRIDGING of all standard types provide equal floorvibrational characteristics.

LONGER FLOOR SPANS have many advantagesover shorter spans, both in construction cost and invibrational response. Floor spans over 40 feet with a 2-1/2" thick concrete slab give a vibrational frequencyin the 3-5 cycles per second range. A human can tol-erate a larger amplitude at this reduced frequencywithout sensing it. Thus, there is minimal sensation ofmotion and the floor feels extremely stable.

ASSISTANCE can be given to architects and engi-neers on the subject of vibration and steel joist con-struction. Call the engineering manager at the nearestVulcraft manufacturing facility.

PC based software to evaluate vibration of joist sup-ported floor systems is available from the STEELJOIST INSTITUTE, 3127 10th Ave. North Ext., MyrtleBeach, SC 29577, phone (843) 626-1995 andS T R U C T U R A L ENGINEERS, INC., 537 Wi s t e r i aDrive, Radford, VA 24141, Fax no. (703) 731-3330.

CONCLUSIONS: Partitions eliminate vibration problems. When a floorarea cannot have partitions, increasing the slab thick-ness is the most economical and effective way to pre-vent vibration objections. Steel joist and concrete slabopen floor areas have generally not given objection-able vibration at spans less than 20 feet or greaterthan 40 feet even with only 2 l/2" slab. Due considera-tion should also be given to support framing beams asoutlined above.

For more information refer to Steel Joist Institute Technical DigestNo. 5 "Vibration of Steel Joist-Concrete Slab Floors."

6

DEFLECTION OF STEEL JOISTS The deflection of a steel joist when loaded with a uniformly-distributed load depends upon the followingfactors: w= uniformly-distributed load carried by the joist (plf) L= (span of the joist -.33)(ft.) E= modulus of elasticity of steel (29,000,000 psi) I= 26.767 WLL(L3) (10-6) where WLL=red figure in

load table

Tests have shown that deflection at mid-span may be determined with reasonable accuracy using the following formula: Deflection (inches)=1.15x5wL4 (123) =

384El

25.88wL4E l

Example: Determine the approximate total load deflec-tion of a 24K8 for the following conditions: W=280 plf L=40.0 ft WLL= 161 plf E=29,000,000 psiI=26.767(161) (40-.33)3 (10-6)= 269.0 in.4

Deflection=25.88(280)(40-.33)4 =2.30 in.29,000,000(269)

HOW TO SPECIFY CONCENTRATED AND OTHERNON-UNIFORM LOADS ON STEEL JOISTS

K-SERIES When working with K-series joists, the specifying pro-fessional has two means by which to handle concen-trated loads. First, KCS joists may be chosen (seepage 14). These new SJI joists are specificallydesigned to address the problems created by non-uni-form loading and using KCS joists is the best alterna-tive for a loading condition that cannot be locatedduring the design phase.

Second, the design loads can be shown on the con-tract drawings. If this method is used all concentratedloads must be located and the magnitude of the loadsmust be given and any other non-uniform loading mustinclude the location and magnitude. The best way tohandle this is through a load diagram. The specifyingprofessional must specifically instruct the joist manu-facturer to provide special joists for these situations.These joists are to be labeled "SP" on the plan. ANOTE OF CAUTION IS DUE HERE. In no case shouldthe required resisting moment or end reaction exceedthe highest values tabulated for the KCS joists of thespecified depth. Those values represent the practicalupper limits for the respective joist depths.

The Steel Joist Institute has an example for each ofthese choices. They are reprinted in this catalog onpage 14 for the KCS example and on page 124 for thespecial (SP) design example.

Whatever option is chosen, it is still possible therequired shear and/or moment exceeds that which canbe developed with a K-series joist. In the event thishappens, the specifying professional can do one oftwo things:

1) Use double joists. Both joists would be KCS joistsor "specials" (SP), but carrying half of the requiredloads.

2) Specifying a special (SP) LH-series joist. (NOTE:LH joists require deeper bearing seats.)

LH-SERIES When it is necessary for LH-series joists to be speci-fied to support concentrated loads, the specifying pro-fessional should provide the design requirements forthese joists on the structural drawings. This must bedone by giving both the uniform load and any non-uni-form loads. If the non-uniform loads are concentratedthe location and magnitude of each load must be pro-vided. A load diagram of each joist should be provided.A specific note instructing the joist manufacturer todesign a special (SP) joist should be given.

Regardless of whether K-series, KCS-series or LH-series joists are specified, it is important to note thateven though sufficient shear and moment capacity areprovided within the special joist, the localized bendingof the chord members due to concentrated loadingbetween panel points is not considered. The joistdesign generally presumes that all concentrated loadsare to be applied at panel points. When this is not thecase, the specifying professional must specify on thestructural drawings of the contract documents one ofthe following methods:

1) A field installed member be located at all concen-trated loads not occurring at panel points (seedetail C1).

2) The magnitude and locations of all loads can beprovided on the structural drawings and Vulcraftcan shop install an additional web, thus eliminatingthe field labor.

The second alternative is the most economical.

7

JOINT DESIGN COMMENTARY

VARYING UNIFORM LOADS ON STEEL JOISTS The selection process of a joist for varying uniformloads such as drift loads or stepped uniform loads isessentially the same as that for concentrated loads.For K-series joists where the uniform load exceeds550 pounds per lineal foot, the only options are: dou-ble joists or the use of special (SP) joists. Again a loaddiagram should be shown on the structural drawings.

DETAIL C1

M e t h o d :

WU = 1.65 Wsji, or Wsji = WU /1.65

W h e r e ,WU = ultimate joist capacityWsji = SJI Load Table Load (black figure)

Load tables for LRFD can be obtained directly from the current SJI Load Tables by using the formula:

Wn = Wsji x 0.9 x 1.65

W h e r e ,Wn = nominal joist capacity0.9 = Resistance Factor ( 0 )

K Series Example:

Given: WU = 1.2 WD + 1.6 WLProblem: Select a joist from the current load tables for Wsji Wu/1.65( 0 )

L = 40 ft.WD = 50 plfW L = 150 plfUse Roof Live load deflection L/240

WU = 1.2 x 50 + 1.6 x 150 = 300 plf

Wsji 300/(1.65 x 0.9) = 202 plf

Select 22K6: Wsji @ 40 ft. span = 207 plf > 202 plf. OK

Deflection Live Load L/240

W s j i L L= 1.5 x 111 = 166 plf > 150 plf OK

The above procedure outlines the specification of a K Series Joist to support a uniform gravity load utilizingLRFD. When loads other than uniform gravity loads (such as wind uplift loads, concentrated loads, endmoments or non-uniform loads) are a design consideration, the Specifying Professional shall clearly indicate onthe structural drawings whether these loads are factored or unfactored. To remain consistent with establishedLRFD design procedures it is recommended that factored loads be specified.

The above procedure is also applicable to the LH/DLH Series Joists and Joist Girders.

8

L O A D A N D R E S I S TANCE FACTOR DESIGN

MAXIMUM JOIST S PACING FOR DIAGONALB R I D G I N GBRIDGING ANGLE SIZE-EQUAL LEG A N G L E S

J O I S TD E P T H 1 x 7/64 1 1/4 X7/64 1 1/2 X 7/64 1 3/4 x 7/64

(25mm x 3mm) (32mm x 3mm) (38mm x 3mm) (45mm x 3mm)r = .20" r = .25" r = .30" r = .35"

1 2 6'-6" (1981mm) 8'-3" (2514mm) 9 ' - 11" (3022mm) 11'-7" (3530mm)1 4 6'-6" (1981mm) 8'-3" (2514mm) 9 ' - 11" (3022mm) 11'-7" (3530mm)1 6 6'-6" (1981mm) 8'-2" (2489mm) 9'-10" (2997mm) 11'-6" (3505mm)1 8 6'-6" (1981mm) 8'-2" (2489mm) 9'-10" (2997mm) 11'-6" (3505mm)2 0 6'-5" (1955mm) 8'-2" (2489mm) 9'-10" (2997mm) 11'-6" (3505mm)2 2 6'-4" (1930mm) 8'-1" (2463mm) 9'-10" (2997mm) 11'-6" (3505mm)2 4 6'-4" (1930mm) 8'-1" (2463mm) 9'-9" (2971mm) 11'-5" (3479mm)2 6 6'-3" (1905mm) 8'-0" (2438mm) 9'-9" (2971mm) 11'-5" (3479mm)2 8 6'-2" (1879mm) 8'-0" (2438mm) 9'-8" (2946mm) 11'-5" (3479mm)3 0 6'-2" (1879mm) 7 ' - 11" (2413mm) 9'-8" (2946mm) 11'-4" (3454mm)

VULCRAFT K SERIES / GENERAL INFORMAT I O N

ECONOMICAL

HIGH STRENGTH

DESIGN - Vulcraft K Series open web steeljoists are designed in accordance withspecifications of the Steel Joist Institute.

ACCESSORIES see page 32.

FOR TOP CHORD EXTENSIONS ANDEXTENDED ENDS see page 37.

SJI SPANS TO 60'-0"

PAINT - Vulcraft joists receive a shop-coat ofrust inhibitive primer whose performancecharacteristics conform to those of the SteelJoist Institute specifications 3.3.

SPECIFICATIONS see page 22.

KCS SERIES JOIST see page 14.

9

BRIDGING FOR STANDING SEAM ROOFSYSTEMS:

G e n e r a l l y, standing seam roof systems will notadequately brace the top chords of the joists withstandard SJI bridging. We therefore, recommendthat when a standing seam roof system is specified,the design professional specifically state that the joistmanufacturer is to check the bridging requirementsand provide bridging as required to adequately bracethe top chord against lateral movement under fullloading conditions.

UPLIFT BRIDGING:

Where uplift forces due to wind are a designrequirement, these forces must be indicated on thestructural drawings in terms of net uplift in poundsper square foot or pounds per linear foot. Whenthese loads are specified, they must be considered inthe design of joists and bridging. As a minimum, asingle line of bottom chord bridging must be providednear the first bottom chord panel point, at each endof the joist, whenever uplift is a designconsideration.**See Section 5.11 of the specifications.

IT IS VERY IMPORTANT FOR JOIST SPECIFIERSAND ERECTORS TO KNOW THAT OSHA ISINTERPRETING 29CFR-1926.751(c)2 TO MEANALL JOIST FORTY (40) FEET (12192MM) ANDLONGER TO REQUIRE A ROW OF BOLT E DBRIDGING TO BE IN PLACE BEFORESLACKENING OF HOISTING LINES.

MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGINGBRIDGING MATERIAL SIZE

Round Rod Equal Leg AnglesSECTION 1/2"DIA 1 x 7/64 1-1/4 x 7/64 1-1/2 x7/64 1-3/4 x 7/64 2x 1/8 2-1/2 x 5/32NUMBER** (13mm) (25mm x 3mm) (32mm x 3mm) (38mm x 3mm) (45mm x 3mm) (51mm x 3mm) (64mm x 4mm)

r = .13" r = .25" r = .25" r = .30" r = .35" r = .40" r = .50"1 thru 9 3'-3" 5'-0" 6'-3" 7'-6" 8'-7" 10'-0" 12'-6"

(991mm) (1524mm) (1905mm) (2286mm) (2616mm) (3048mm) (3810mm)10 3'-0" 4'-8" 6'-3" 7'-6" 8'-7" 10'-0" 12'-6"

(914mm) (1422mm) (1905mm) (2286mm) (2616mm) (3048mm) (3810mm)11 and 12 2'-7" 4'-0" 5'-8" 7'-6" 8'-7" 10'-0" 12'-6"

(787mm) (1219mm) (1727mm) (2286mm) (2616mm) (3048mm) (3810mm)

*SECTION NUMBER REFERS TO THE LAST DIGITS OF JOIST DESIGNATION, CONNECTION TO JOIST MUST RESIST 700 POUNDS (3114 N)

K-series--all sections numbers use A307 bolt 3/8" (9mm) diameter.

See page 27 for number of rows of bridging required.

S TANDARD LOAD TA B L EOPEN WEB STEEL JOISTS, K-SERIES

The black figures in the following table give the TOTALsafe uniformly distributed load-carrying capacities, inpounds per linear foot, of K-Series Steel Joists. Theweight of DEAD loads, including the joists, must bededucted to determine the LIVE load-carryingcapacities of the joists. The load table may be used forparallel chord joists installed to a maximum slope of12 inch per foot.

The figures shown in RED in this load table are theLIVE loads per linear foot of joist which will produce anapproximate deflection of 1360 of the span. LIVEloads which will produce a deflection of 1240 of thespan may be obtained by multiplying the figures inRED by 1.5. In no case shall the TOTAL load capacityof the joists be exceeded.

The approximate joist weights per linear foot shown inthese tables do notinclude accessories.The approximate moment of inertia of the joist, in 4 inches is: Ij = 26.767(WLL)(L

3)(10-6), where WLL=RED figure in the Load Table and L= (Span - .33) in feet.For the proper handling of concentrated and/or varyingloads, see Section 5.5 in the Recommended Code ofStandard Practice.Where the joist span is equal to or greater than thespan corresponding to the R E D shaded areashown in the load table, the row of bridging nearest themid span of the joist shall be installed as bolteddiagonal bridging. Hoisting cables shall not ber e l e a s e duntil this bolted diagonal bridging iscompleted installed.

10

Based on a Maximum Allowable Tensile Stress of 30,000 psi

Adopted by the Steel Joist Institute November 4, 1985; Revised to May 2, 1994 - Effective September 1, 1994

JOIST 8K1 10K1 12K1 12K3 12K5 14K1 14K3 14K4 14K6 16K2 16K3 16K4 16K5 16K6 16K7 16K9DESIGNATIONDEPTH (IN.) 8 10 12 12 12 14 14 14 14 16 16 16 16 16 16 16APPROX. WT. 5.1 5.0 5.0 5.7 7.1 5.2 6.0 6.7 7.7 5.5 6.3 7.0 7.5 8.1 8.6 10.0(lbs./ft.)SPAN (ft.)

8 550550

9 550550

10 550 550480 550

11 532 550377 542

12 444 550 550 550 550288 455 550 550 550

13 377 479 550 550 550225 363 510 510 510

14 324 412 500 550 550 550 550 550 550179 289 425 463 463 550 550 550 550

15 281 358 434 543 550 511 550 550 550145 234 344 428 434 475 507 507 507

16 246 313 380 476 550 448 550 550 550 550 550 550 550 550 550 550119 192 282 351 396 390 467 467 467 550 550 550 550 550 550 550

17 277 336 420 550 395 495 550 550 512 550 550 550 550 550 550159 234 291 366 324 404 443 443 488 526 526 526 526 526 526

18 246 299 374 507 352 441 530 550 456 508 550 550 550 550 550134 197 245 317 272 339 397 408 409 456 490 490 490 490 490

19 221 268 335 454 315 395 475 550 408 455 547 550 550 550 550113 167 207 269 230 287 336 383 347 386 452 455 455 455 455

20 199 241 302 409 284 356 428 525 368 410 493 550 550 550 55097 142 177 230 197 246 287 347 297 330 386 426 426 426 426

21 218 273 370 257 322 388 475 333 371 447 503 548 550 550123 153 198 170 212 248 299 255 285 333 373 405 406 406

22 199 249 337 234 293 353 432 303 337 406 458 498 550 550106 132 172 147 184 215 259 222 247 289 323 351 385 385

23 181 227 308 214 268 322 395 277 308 371 418 455 507 55093 116 150 128 160 188 226 194 216 252 282 307 339 363

24 166 208 282 196 245 295 362 254 283 340 384 418 465 55081 101 132 113 141 165 199 170 189 221 248 269 298 346

25 180 226 272 334 234 260 313 353 384 428 514100 124 145 175 150 167 195 219 238 263 311

26 166 209 251 308 216 240 289 326 355 395 47488 110 129 156 133 148 173 194 211 233 276

27 154 193 233 285 200 223 268 302 329 366 43979 98 115 139 119 132 155 173 188 208 246

28 143 180 216 265 186 207 249 281 306 340 40870 88 103 124 106 118 138 155 168 186 220

29 173 193 232 261 285 317 38095 106 124 139 151 167 198

30 161 180 216 244 266 296 35586 96 112 126 137 151 178

31 151 168 203 228 249 277 33278 87 101 114 124 137 161

32 142 158 190 214 233 259 31171 79 92 103 112 124 147

11

S TANDARD LOAD TABLE / OPEN WEB STEEL JOISTS, K- S E R I E SBased on a Maximum Allowable Tensile Stress of 30,000 psi

JOIST 18K3 18K4 18K5 18K6 18K7 18K9 18K10 20K3 20K4 20K5 20K6 20K7 20K9 20K10 22K4 22K5 22K6 22K7 22K9

DESIGNATION

DEPTH (IN.) 18 18 18 18 18 18 18 20 20 20 20 20 20 20 22 22 22 22 22

APPROX. WT. 6.6 7.2 7.7 8.5 9.0 10.2 11.7 6.7 7.6 8.2 8.9 9.3 10.8 12.2 8.0 8.8 9.2 9.7 11.3

(lbs./ft.)

SPAN (ft.)

18 550 550 550 550 550 550 550

550 550 550 550 550 550 550

19 514 550 550 550 550 550 550

494 523 523 523 523 523 523

20 463 550 550 550 550 550 550 517 550 550 550 550 550 550

423 490 490 490 490 490 490 517 550 550 550 550 550 550

21 420 506 550 550 550 550 550 468 550 550 550 550 550 550

364 426 460 460 460 460 460 453 520 520 520 520 520 520

22 382 460 518 550 550 550 550 426 514 550 550 550 550 550 550 550 550 550 550

316 370 414 438 438 438 438 393 461 490 490 490 490 490 548 548 548 548 548

23 349 420 473 516 550 550 550 389 469 529 550 550 550 550 518 550 550 550 550

276 323 362 393 418 418 418 344 402 451 468 468 468 468 491 518 518 518 518

24 320 385 434 473 526 550 550 357 430 485 528 550 550 550 475 536 550 550 550

242 284 318 345 382 396 396 302 353 396 410 448 448 448 431 483 495 495 495

25 294 355 400 435 485 550 550 329 396 446 486 541 550 550 438 493 537 550 550

214 250 281 305 337 337 337 266 312 350 380 421 426 426 381 427 464 474 474

26 272 328 369 402 448 538 550 304 366 412 449 500 550 550 404 455 496 550 550

190 222 249 271 299 354 361 236 277 310 337 373 405 405 338 379 411 454 454

27 252 303 342 372 415 498 550 281 339 382 416 463 550 550 374 422 459 512 550

169 198 222 241 267 315 347 211 247 277 301 333 389 389 301 337 367 406 432

28 234 282 318 346 385 463 548 261 315 355 386 430 517 550 348 392 427 475 550

151 177 199 216 239 282 331 189 221 248 269 298 353 375 270 302 328 364 413

29 218 263 296 322 359 431 511 243 293 330 360 401 482 550 324 365 398 443 532

136 159 179 194 215 254 298 170 199 223 242 268 317 359 242 272 295 327 387

30 203 245 276 301 335 402 477 227 274 308 336 374 450 533 302 341 371 413 497

123 144 161 175 194 229 269 153 179 201 218 242 286 336 219 245 266 295 349

31 190 229 258 281 313 376 446 212 256 289 314 350 421 499 283 319 347 387 465

111 130 146 158 175 207 243 138 162 182 198 219 259 304 198 222 241 267 316

32 178 215 242 264 294 353 418 199 240 271 295 328 395 468 265 299 326 363 436

101 118 132 144 159 188 221 126 147 165 179 199 235 276 180 201 219 242 287

33 168 202 228 248 276 332 393 187 226 254 277 309 371 440 249 281 306 341 410

92 108 121 131 145 171 201 114 134 150 163 181 214 251 164 183 199 221 261

34 158 190 214 233 260 312 370 176 212 239 261 290 349 414 235 265 288 321 386

84 98 110 120 132 156 184 105 122 137 149 165 195 229 149 167 182 202 239

35 149 179 202 220 245 294 349 166 200 226 246 274 329 390 221 249 272 303 364

77 90 101 110 121 143 168 96 112 126 137 151 179 210 137 153 167 185 219

36 141 169 191 208 232 278 330 157 189 213 232 259 311 369 209 236 257 286 344

70 82 92 101 111 132 154 88 103 115 125 139 164 193 126 141 153 169 201

37 148 179 202 220 245 294 349 198 223 243 271 325

81 95 106 115 128 151 178 116 130 141 156 185

38 141 170 191 208 232 279 331 187 211 230 256 308

74 87 98 106 118 139 164 107 119 130 144 170

39 133 161 181 198 220 265 314 178 200 218 243 292

69 81 90 98 109 129 151 98 110 120 133 157

40 127 153 172 188 209 251 298 169 190 207 231 278

64 75 84 91 101 119 140 91 102 111 123 146

41 161 181 197 220 264

85 95 103 114 135

42 153 173 188 209 252

79 83 96 106 126

43 146 165 179 200 240

73 82 89 99 117

44 139 157 171 191 229

68 76 83 92 109

22K10 22K11

22 22

12.6 13.8

550 550

548 548

550 550

518 518

550 550

495 495

550 550

474 474

550 550

454 454

550 550

432 432

550 550

413 413

550 550

399 399

550 550

385 385

550 550

369 369

517 549

337 355

486 532

307 334

458 516

280 314

432 494

257 292

408 467

236 269

386 442

217 247

366 419

200 228

347 397

185 211

330 377

171 195

314 359

159 181

299 342

148 168

285 326

138 157

272 311

128 146

*IT IS VERY IMPORTANT FOR JOIST SPECIFIERS ANDERECTORS TO KNOW THAT OSHA IS INTERPRETING 29CFR-1926.751(c)2 TO MEAN ALL JOIST FORTY (40) FEET (12192MM)AND LONGER TO REQUIRE A ROW OF BOLTED BRIDGING TOBE IN PLACE BEFORE SLACKENING OF HOIST LINES.

*

12


*

*IT IS VERY IMPORTANT FOR JOIST SPECIFIERS ANDERECTORS TO KNOW THAT OSHA IS INTERPRETING 29CFR-1926.751(c)2 TO MEAN ALL JOIST FORTY (40) FEET (12192MM)AND LONGER TO REQUIRE A ROW OF BOLTED BRIDGING TOBE IN PLACE BEFORE SLACKENING OF HOIST LINES.

JOIST 24K4 24K5 24K6 24K7 24K8 24K9 24K10 24K12 26K5 26K6 26K7 26K8 26K9 26K10 26K12

DESIGNATION

DEPTH (IN.) 24 24 24 24 24 24 24 24 26 26 26 26 26 26 26

APPROX. WT. 8.4 9.3 9.7 10.1 11.5 12.0 13.1 16.0 9.8 10.6 10.9 12.1 12.2 13.8 16.6

(lbs./ft.)

SPAN (ft.)

24 520 550 550 550 550 550 550 550

516 544 544 544 544 544 544 544

25 479 540 550 550 550 550 550 550

456 511 520 520 520 520 520 520

26 442 499 543 550 550 550 550 550 542 550 550 550 550 550 550

405 453 493 499 499 499 499 499 535 541 541 541 541 541 541

27 410 462 503 550 550 550 550 550 502 547 550 550 550 550 550

361 404 439 479 479 479 479 479 477 519 522 522 522 522 522

28 381 429 467 521 550 550 550 550 466 508 550 550 550 550 550

323 362 393 436 456 456 456 456 427 464 501 501 501 501 501

29 354 400 435 485 536 550 550 550 434 473 527 550 550 550 550

290 325 354 392 429 436 436 436 384 417 463 479 479 479 479

30 331 373 406 453 500 544 550 550 405 441 492 544 550 550 550

262 293 319 353 387 419 422 422 346 377 417 457 459 459 459

31 310 349 380 424 468 510 550 550 379 413 460 509 550 550 550

237 266 289 320 350 379 410 410 314 341 378 413 444 444 444

32 290 327 357 397 439 478 549 549 356 387 432 477 519 549 549

215 241 262 290 318 344 393 393 285 309 343 375 407 431 431

33 273 308 335 373 413 449 532 532 334 364 406 448 488 532 532

196 220 239 265 289 313 368 368 259 282 312 342 370 404 404

34 257 290 315 351 388 423 502 516 315 343 382 422 459 516 516

179 201 218 242 264 286 337 344 237 257 285 312 338 378 378

35 242 273 297 331 366 399 473 501 297 323 360 398 433 501 501

164 184 200 221 242 262 308 324 217 236 261 286 310 356 356

36 229 258 281 313 346 377 447 487 280 305 340 376 409 486 487

150 169 183 203 222 241 283 306 199 216 240 263 284 334 334

37 216 244 266 296 327 356 423 474 265 289 322 356 387 460 474

138 155 169 187 205 222 260 290 183 199 221 242 262 308 315

38 205 231 252 281 310 338 401 461 251 274 305 337 367 436 461

128 143 156 172 189 204 240 275 169 184 204 223 241 284 299

39 195 219 239 266 294 320 380 449 238 260 289 320 348 413 449

118 132 144 159 174 189 222 261 156 170 188 206 223 262 283

40 185 208 227 253 280 304 361 438 227 247 275 304 331 393 438

109 122 133 148 161 175 206 247 145 157 174 191 207 243 269

41 176 198 216 241 266 290 344 427 215 235 262 289 315 374 427

101 114 124 137 150 162 191 235 134 146 162 177 192 225 256

42 168 189 206 229 253 276 327 417 205 224 249 275 300 356 417

94 106 115 127 139 151 177 224 125 136 150 164 178 210 244

43 160 180 196 219 242 263 312 406 196 213 238 263 286 339 407

88 98 107 118 130 140 165 213 116 126 140 153 166 195 232

44 153 172 187 209 231 251 298 387 187 204 227 251 273 324 398

82 92 100 110 121 131 154 199 108 118 131 143 155 182 222

45 146 164 179 199 220 240 285 370 179 194 217 240 261 310 389

76 86 93 103 113 122 144 185 101 110 122 133 145 170 212

46 139 157 171 191 211 230 272 354 171 186 207 229 250 296 380

71 80 87 97 106 114 135 174 95 103 114 125 135 159 203

47 133 150 164 183 202 220 261 339 164 178 199 219 239 284 369

67 75 82 90 99 107 126 163 89 96 107 117 127 149 192

48 128 144 157 175 194 211 250 325 157 171 190 210 229 272 353

63 70 77 85 93 101 118 153 83 90 100 110 119 140 180

49 150 164 183 202 220 261 339

78 85 94 103 112 131 169

50 144 157 175 194 211 250 325

73 80 89 97 105 124 159

51 139 151 168 186 203 241 313

69 75 83 91 99 116 150

52 133 145 162 179 195 231 301

65 71 79 86 93 110 142

13


JOIST 28K6 28K7 28K8 28K9 28K10 28K12 30K7 30K8 30K9 30K10 30K11 30K12

DESIGNATION

DEPTH (IN.) 28 28 28 28 28 28 30 30 30 30 30 30

APPROX. WT. 11.4 11.8 12.7 13.0 14.3 17.1 12.3 13.2 13.4 15.0 16.4 17.6(lbs./ft.)

SPAN (ft.)

28 548 550 550 550 550 550

541 543 543 543 543 543

29 511 550 550 550 550 550

486 522 522 522 522 522

30 477 531 550 550 550 550 550 550 550 550 550 550

439 486 500 500 500 500 543 543 543 543 543 543

31 446 497 550 550 550 550 534 550 550 550 550 550

397 440 480 480 480 480 508 520 520 520 520 520

32 418 466 515 549 549 549 501 549 549 549 549 549

397 440 438 463 463 463 461 500 500 500 500 500

33 393 438 484 527 532 532 471 520 532 532 532 532

329 364 399 432 435 435 420 460 468 468 468 468

34 370 412 456 496 516 516 443 490 516 516 516 516

300 333 364 395 410 410 384 420 441 441 441 441

35 349 389 430 468 501 501 418 462 501 501 501 501

275 305 333 361 389 389 351 384 415 415 415 415

36 330 367 406 442 487 487 395 436 475 487 487 487

352 280 306 332 366 366 323 353 383 392 392 392

37 312 348 384 418 474 474 373 413 449 474 474 474

232 257 282 305 344 344 297 325 352 374 374 374

38 296 329 364 396 461 461 354 391 426 461 461 461

214 237 260 282 325 325 274 300 325 353 353 353

39 280 313 346 376 447 449 336 371 404 449 449 449

198 219 240 260 306 308 253 277 300 333 333 333

40 266 297 328 357 424 438 319 353 384 438 438 438

183 203 222 241 284 291 234 256 278 315 315 315

41 253 283 312 340 404 427 303 335 365 427 427 427

170 189 206 224 263 277 217 238 258 300 300 300

42 241 269 297 324 384 417 289 320 348 413 417 417

158 175 192 208 245 264 202 221 240 282 284 284

43 230 257 284 309 367 407 276 305 332 394 407 407

147 163 179 194 228 252 188 206 223 263 270 270

44 220 245 271 295 350 398 263 291 317 376 398 398

137 152 167 181 212 240 176 192 208 245 258 258

45 210 234 259 282 334 389 251 278 303 359 389 389

128 142 156 169 198 229 164 179 195 229 246 246

46 201 224 248 270 320 380 241 266 290 344 380 380

120 133 146 158 186 219 153 168 182 214 236 236

47 192 214 237 258 306 372 230 255 277 329 372 372

112 125 136 148 174 210 144 157 171 201 226 226

48 184 206 227 247 294 365 221 244 266 315 362 365

105 117 128 139 163 201 135 148 160 188 215 216

49 177 197 218 237 282 357 212 234 255 303 347 357

99 110 120 130 153 193 127 139 150 177 202 207

50 170 189 209 228 270 350 203 225 245 291 333 350

93 103 113 123 144 185 119 130 141 166 190 199

51 163 182 201 219 260 338 195 216 235 279 320 343

88 97 106 115 136 175 112 123 133 157 179 192

52 157 175 193 210 250 325 188 208 226 268 308 336

83 92 100 109 128 165 106 116 126 148 169 184

53 151 168 186 203 240 313 181 200 218 258 296 330

78 87 95 103 121 156 100 109 119 140 159 177

54 145 162 179 195 232 301 174 192 209 249 285 324

74 82 89 97 114 147 94 103 112 132 150 170

55 140 156 173 188 223 290 168 185 202 240 275 312

70 77 85 92 108 139 89 98 106 125 142 161

56 135 151 166 181 215 280 162 179 195 231 265 301

66 73 80 87 102 132 84 92 100 118 135 153

57 156 173 188 223 256 290

80 88 95 112 128 145

58 151 167 181 215 247 280

76 83 90 106 121 137

59 146 161 175 208 239 271

72 79 86 101 115 130

60 141 156 169 201 231 262

69 75 81 96 109 124

*

*IT IS VERY IMPORTANT FOR JOIST SPECIFIERS ANDERECTORS TO KNOW THAT OSHA IS INTERPRETING29CFR-1926.751(c)2 TO MEAN ALL JOIST FORTY (40) FEET(12192MM) AND LONGER TO REQUIRE A ROW OF BOLTEDBRIDGING TO BE IN PLACE BEFORE SLACKENING OFHOIST LINES.

OPEN WEB STEEL JOISTS, K- S E R I E S

The KCS Joists:

1. Provide a versatile K-Series Joist that can beeasily specified to support uniform loads plusconcentrated and non-uniform loads.

2. Eliminate many repetitive load diagramsrequired on contract documents and allowsome flexibility of load locations.

KCS Joists are designed in accordance with theStandard Specifications for K-Series Joists.

Standard K-Series Joists are designed for simplespan uniform load which results in a parabolicmoment diagram for chord forces and a linearlysloped shear diagram for web forces. When non-uniform and/or concentrated loads are encounteredthe shear and moment diagrams required may beshaped quite differently and may not be covered bythe shear and moment design envelopes of astandard K-Series Joist.

KCS Joist chords are designed for a flat positivemoment envelope. The moment capacity is constantat all interior panels. The top chord end panel isdesigned for axial load based on the force in the firsttension web, which is based on the specified shear.A uniform load of 550 plf (8020 N/m) is used tocheck end panel bending.

The web forces are determined based on a flatshear envelope. All webs are designed for a verticalshear equal to the specified shear capacity.Furthermore, all webs (except the first tension webwhich remains in tension under all simple spangravity loads) will be designed for 100% stressreversal.

The KCSJoist load tables list the shear and momentcapacity of each joist. The selection of a KCSJoistrequires the specifying professional to calculate themaximum moment and shear imposed and selectthe appropriate KCSJoist. If a KCSJoist cannot beselected from the load table or if any uniform loadexceeds 550 plf (8020 N/m) or if the maximumconcentrated load exceeds the shear capacity of thejoist, use double KCS Joists or select an LH-SERIES joist. For the LH-SERIES joist, supply aload diagram. When net uplift loads, end moments

or other external horizontal loads are a designconsideration, these loads shall be provided to thejoist manufacturer by the specifying professional.

As is the case with standard K, LH and DLH-SERIES Joists, chord bending due to concentratedloads must be addressed. In the case ofconcentrated loads, the specifying professional shallhandle them in one of two ways:1) specify on thestructural drawings that an extra web must be fieldapplied at all concentrated loads not occurring atjoist panel points, or 2) provide exact locations of allconcentrated loads for which the joist manufacturershall provide necessary reinforcement. Pleasereference Chapter VIof SJI Technical Digest No. 9HANDLING AND ERECTION of steel joists and joistgirders (July, 1987).

EXAMPLE 1

M = 625 in-kip (70.6 kNm)RL = 5600 lbs. (24.9 kN), RR = 5000 lbs. (22.2 kN)

Select A 22KCS3, M = 658 in-kip (74.3 kNm)R = 6600 lbs. (29.3 kN)Bridging section no. 9 for L= 40 ft.(12192 mm)Use 22K9 to determine bridging and stabilityrequirements.Since a standard KCSJoist can be selected fromthe load table a load diagram is not required.

14

KCS JOISTS

15

K C S J O I S T S

OPTION B: Select an LH-Series Joist. Calculate anequivalent uniform load based on the maximum momentor shear.

WM =8M = 641 plf (9.35 kN/m)L2

WV =2R = 509 plf (7.43 kN/m)L

Use 641 plf (9.35 kN/m)From the LH-Series Load Table select a 32LH13 - W=690plf (10.06kN/m) for a 55 ft. (16764 mm) span. Specify a32LH13SP and present a load diagram on the structuraldrawings with the following note:JOIST MANUFACTURER SHALL DESIGN FOR THELOADING SHOWN IN THE LOAD DIAGRAM.

EXAMPLE 2

M = 443 in-kip (50.1 kNm)RL = 5000 lbs. (22.2 kN), RR = 5340 lbs. (23.7 kN)

Select a 22KCS2, M = 488 in-kip (55.1 kN.m)R = 5900 lbs.(26.2 kN)Bridging section no. 6 for L= 30 ft. (9144 mm)Use 22K6 to determine bridging and stabilityrequirements. Since the maximum uniform load of430 plf (6275 N/m) (270 plf (3940 N/m) + 160 plf(2335 N/m)) does not exceed the maximum KCSJoistuniform load of 550 plf (8020 N/m) and a standardKCS Joist can be selected from the load table, a loaddiagram is not required.

EXAMPLE 3

M = 2910 in-kip (328.8 kNm)RL = RR = 14000 lbs. (62.3 kN)

EXCEEDS CAPACITY OF 30KCS5 (MAXIMUM KCSJOIST) AND EXCEEDS MAX. UNIF. LOAD OF 550 plf(8020 kN).OPTION A: Use double joists each having a min. M =1455 in-kip (164.4 kNm) and R = 7000 lbs. (31.1 kN)and a uniform load of 400 plf (5838 N/m).Select two 28KCS5, M = 1704 in-kip (192.5 kNm), R = 9200 lbs. (40.9 kN).Bridging section no. 12 for L= 55 ft. (16764 mm)Use 28K12 to determine bridging and stabilityrequirements.

KCS JOIST LOAD TA B L E

16

M O M E N T S H E A R A P P R O X . GROSS MOMENT B R I D G .J O I S T D E P T H C A PA C I T Y * C A PA C I T Y * W E I G H T * * OF INERT I A TA B L E

D E S I G N AT I O N ( i n c h e s ) ( i n c h - k i p s ) ( l b s ) ( l b s / f t ) ( i n ^ 4 ) S E C T. NO.

10KCS1 10 172 2000 6.0 29 110KCS2 10 225 2500 7.5 37 110KCS3 10 296 3000 10.0 47 112KCS1 12 209 2400 6.0 43 312KCS2 12 274 3000 8.0 55 512KCS3 12 362 3500 10.0 71 514KCS1 14 247 2900 6.5 59 414KCS2 14 324 3400 8.0 77 614KCS3 14 428 3900 10.0 99 616KCS2 16 349 4000 8.5 99 616KCS3 16 470 4800 10.5 128 916KCS4 16 720 5300 14.5 192 916KCS5 16 934 5800 18.0 245 918KCS2 18 395 4700 9.0 127 618KCS3 18 532 5200 11.0 164 918KCS4 18 817 5700 15.0 247 1018KCS5 18 1062 6200 18.5 316 1020KCS2 20 442 5200 9.5 159 620KCS3 20 595 6000 11.5 205 920KCS4 20 914 7900 16.5 308 1020KCS5 20 1191 8400 20.0 396 1022KCS2 22 488 5900 10.0 194 622KCS3 22 658 6600 12.5 251 922KCS4 22 1012 7900 16.5 377 1122KCS5 22 1319 8600 20.5 485 1124KCS2 24 534 6300 10.0 232 624KCS3 24 720 7200 12.5 301 924KCS4 24 1108 8400 16.5 453 1224KCS5 24 1448 8900 20.5 584 1226KCS2 26 580 6600 10.0 274 626KCS3 26 783 7800 12.5 355 926KCS4 26 1206 8500 16.5 536 1226KCS5 26 1576 9200 20.5 691 1228KCS2 28 626 6900 10.5 320 628KCS3 28 846 8000 12.5 414 928KCS4 28 1303 8500 16.5 626 1228KCS5 28 1704 9200 20.5 808 1230KCS3 30 908 8000 13.0 478 930KCS4 30 1400 8500 16.5 722 1230KCS5 30 1833 9200 21.0 934 12

(U.S. CUSTOMARY)

**MAXIMUM UNIFORMLY DISTRIBUTED LOAD CAPACITY IS 550 PLF AND SINGLE CONCENTRATED LOAD CANNOTEXCEED SHEAR CAPACITY.**DOES NOTINCLUDE ACCESSORIES

**IMPORTANT NOTICE**

BASED UPON FINDINGS OF INDUSTRY SPONSORED RESEARCH, THE STEEL JOIST INSTITUTEHAS DEVELOPED NEW REQUIREMENTS FOR THE USE OF ERECTION STABILITY BRIDGING.THE NEW SJI SPECIFICATIONS REQUIRE BOLTED DIAGONAL BRIDGING TO BE INSTALLEDFOR SOME K-SERIES AND LH-SERIES JOISTS BEFORE SLACKENING THE HOISTING LINES.THE JOIST SPANS REQUIRING THIS STABILITY BRIDGING ARE SHADED IN THE LOAD TABLES.

IT IS VERY IMPORTANT FOR JOIST SPECIFIERS AND ERECTORS TO KNOW THAT OSHA ISINTERPRETING 29CFR-1926.751(c)2 TO MEAN ALL JOIST FORTY (40) FEET (12192MM) ANDLONGER TO REQUIRE A ROW OF BOLTED BRIDGING TO BE IN PLACE BEFORE SLACKENINGOF HOISTING LINES.

KCS JOIST LOAD TA B L E

17

MOMENT SHEAR APPROXIMATE GROSS MOMENT BRDG.JOIST DEPTH CAPACITY* CAPACITY* WEIGHT** OF INERTIA TABLE

DESIGNATION (mm) (kN-m) (kN) (kg/m) (N/m) (cm^4) SECT. NO.

10KCS1 254 19.4 8.8 9 90 1200 110KCS2 254 25.4 11.1 11 110 1540 110KCS3 254 33.4 13.3 15 150 1950 112KCS1 304 23.6 10.6 9 90 1780 312KCS2 304 31.0 13.3 12 120 2280 512KCS3 304 40.9 15.5 15 150 2950 514KCS1 355 27.9 12.8 9 90 2450 414KCS2 355 36.6 15.1 12 120 3200 614KCS3 355 48.4 17.3 15 150 4120 616KCS2 406 39.4 17.7 12 120 4120 616KCS3 406 53.1 21.3 15 150 5320 916KCS4 406 81.3 23.5 21 210 7990 916KCS5 406 105.5 25.7 27 260 10190 918KCS2 457 44.6 20.9 13 130 5280 618KCS3 457 60.1 23.1 16 160 6820 918KCS4 457 92.3 25.3 22 220 10280 1018KCS5 457 120.0 27.5 28 270 13150 1020KCS2 508 49.9 23.1 14 140 6610 620KCS3 508 67.2 26.6 17 170 8530 920KCS4 508 103.3 35.1 24 240 12810 1020KCS5 508 134.6 37.3 30 290 16480 1022KCS2 558 55.1 26.2 15 150 8070 622KCS3 558 74.3 29.3 18 180 10440 922KCS4 558 114.3 35.1 24 240 15690 1122KCS5 558 149.0 38.2 31 300 20180 1124KCS2 609 60.3 28.0 15 150 9650 624KCS3 609 81.3 32.0 18 180 12520 924KCS4 609 125.2 37.3 24 240 18850 1224KCS5 609 163.6 39.5 31 300 24300 1226KCS2 660 65.5 29.3 15 150 11400 626KCS3 660 88.5 34.6 18 180 14770 926KCS4 660 136.3 37.8 24 240 22310 1226KCS5 660 178.1 40.9 31 300 28760 1228KCS2 711 70.7 30.6 15 150 13310 628KCS3 711 95.6 35.5 18 180 17230 928KCS4 711 147.2 37.8 24 240 26050 1228KCS5 711 192.5 40.9 31 300 33630 1230KCS3 762 102.6 35.5 19 190 19890 930KCS4 762 158.2 37.8 24 240 30050 1230KCS5 762 207.1 40.9 32 310 38870 12

(SYSTEME INTERNATIONAL)

**MAXIMUM UNIFORMLY DISTRIBUTED LOAD CAPACITY IS 8020 NEWTONS/METER AND SINGLE CONCENTRATED LOAD CANNOT EXCEED SHEAR CAPACITY.**DOES NOT INCLUDE ACCESSORIES.

**IMPORTANT NOTICE**

BASED UPON FINDINGS OF INDUSTRY SPONSORED RESEARCH, THE STEEL JOIST INSTITUTEHAS DEVELOPED NEW REQUIREMENTS FOR THE USE OF ERECTION STABILITY BRIDGING.THE NEW SJI SPECIFICATIONS REQUIRE BOLTED DIAGONAL BRIDGING TO BE INSTALLEDFOR SOME K-SERIES AND LH-SERIES JOISTS BEFORE SLACKENING THE HOISTING LINES.THE JOIST SPANS REQUIRING THIS STABILITY BRIDGING ARE SHADED IN THE LOAD TABLES.

IT IS VERY IMPORTANT FOR JOIST SPECIFIERS AND ERECTORS TO KNOW THAT OSHA ISINTERPRETING 29CFR-1926.751(c)2 TO MEAN ALL JOIST FORTY (40) FEET (12192MM) ANDLONGER TO REQUIRE A ROW OF BOLTED BRIDGING TO BE IN PLACE BEFORE SLACKENINGOF HOISTING LINES.

The black figures in the following table give the TOTALsafeuniformly distributed load-carrying capacities, in kiloNew-tons per meter (kN/m) of K-Series Steel Joists. The weight(kN/m) of the DEAD loads, including the joists, must bededucted to determine the LIVE load-carrying capacities ofthe joists. The load table may be used for parallel chordjoists installed to a maximum slope of 1:24.The figures shown RED in this load table are the LIVEloads per linear meter of joist which will produce an approx-imate deflection of L/360 of the span. LIVE loads which pro-duce a deflection of L/240 of the span may be obtained bymultiplying the figures in RED by 1.5. In no case shall theTOTAL load capacity of the joists be exceeded.

The approximate weight of the joists, in kiloNewtons permeter (kN/m) shown in these tables do not include acces-sories.The approximate moment of inertia of the joist, in mm4 is:

Ij = 2.6953 (WLL)(L3)(10-5), where WLL =RED figure in

the Load Table: L= (span-102) in millimeters.For the proper handling of concentrated and/or varyingloads, see Section 5.5 in the Recommended Code of Stan-dard Practice.Where the joist span is equal to or greater than the spancorresponding to the RED shaded area shown in the loadtable, the row of bridging nearest the mid span of the joistshall be installed as bolted diagonal bridging. Hoistingcables shall not be releaseduntil this bolted diagonal bridg-ing is completely installed.

18

METRIC LOAD TA B L EOPEN WEB STEEL JOISTS, K-SERIES

Based on a Maximum Allowable Tensile Stress of 207 MPa

Adopted by the Steel Joist Institute May 2, 1994 - Effective September 1, 1994

SAFE UNIFORMLY DISTRIBUTED LOAD IN KILONEWTONS/METERJ o i s t

D e s i g n a t i o n8 K 1 1 0 K 1 1 2 K 1 1 2 K 3 1 2 K 5 1 4 K 1 1 4 K 3 1 4 K 4 1 4 K 6 1 6 K 2 1 6 K 3 1 6 K 4 1 6 K 5 1 6 K 6 1 6 K 7 1 6 K 9

Depth (mm) 2 0 3 2 5 4 3 0 5 3 0 5 3 0 5 3 5 6 3 5 6 3 5 6 3 5 6 4 0 6 4 0 6 4 0 6 4 0 6 4 0 6 4 0 6 4 0 6Approx. Mass

( k g / m )7 . 6 7 . 4 7 . 4 8 . 5 1 0 . 6 7 . 7 8 . 9 1 0 . 0 11 . 5 8 . 2 9 . 4 1 0 . 4 11 . 2 1 2 . 1 1 2 . 8 1 4 . 9

Approx. Mass( k N / m )

0 . 0 7 0 . 0 7 0 . 0 7 0 . 0 8 0 . 1 0 0 . 0 8 0 . 0 9 0 . 1 0 0 . 11 0 . 0 8 0 . 0 9 0 . 1 0 0 . 11 0 . 1 2 0 . 1 3 0 . 1 5

Span (mm)

2 4 3 8 8 . 0 28 . 0 2

2 7 4 3 8 . 0 28 . 0 2

3 0 4 8 8 . 0 2 8 . 0 27 . 0 0 8 . 0 2

3 3 5 2 7 . 7 6 8 . 0 25 . 5 0 7 . 9 0

3 6 5 7 6 . 4 7 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 24 . 2 0 6 . 6 4 8 . 0 2 8 . 0 2 8 . 0 2

3 9 6 2 5 . 5 0 6 . 9 9 8 . 0 2 8 . 0 2 8 . 0 23 . 2 8 5 . 2 9 7 . 4 4 7 . 4 4 7 . 4 4

4 2 6 7 4 . 7 2 6 . 0 1 7 . 2 9 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 22 . 6 1 4 . 2 1 6 . 2 0 6 . 7 5 6 . 7 5 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2

4 5 7 2 4 . 1 0 5 . 2 2 6 . 3 3 7 . 9 2 8 . 0 2 7 . 4 5 8 . 0 2 8 . 0 2 8 . 0 22 . 11 3 . 4 1 5 . 0 2 6 . 2 4 6 . 3 3 6 . 9 3 7 . 3 9 7 . 3 9 7 . 3 9

4 8 7 6 3 . 5 9 4 . 5 6 5 . 5 4 6 . 9 4 8 . 0 2 6 . 5 3 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 21 . 7 3 2 . 8 0 4 . 11 5 . 1 2 5 . 7 7 5 . 6 9 6 . 8 1 6 . 8 1 6 . 8 1 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2

5 1 8 1 4 . 0 4 4 . 9 0 6 . 1 2 8 . 0 2 5 . 7 6 7 . 2 2 8 . 0 2 8 . 0 2 7 . 4 7 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 22 . 3 2 3 . 4 1 4 . 2 4 5 . 3 4 4 . 7 2 5 . 8 9 6 . 4 6 6 . 4 6 7 . 1 2 7 . 6 7 7 . 6 7 7 . 6 7 7 . 6 7 7 . 6 7 7 . 6 7

5 4 8 6 3 . 5 9 4 . 3 6 5 . 4 5 7 . 3 9 5 . 1 3 6 . 4 3 7 . 7 3 8 . 0 2 6 . 6 5 7 . 4 1 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 21 . 9 5 2 . 8 7 3 . 5 7 4 . 6 2 3 . 9 6 4 . 9 4 5 . 7 9 5 . 9 5 5 . 9 6 6 . 6 5 7 . 1 5 7 . 1 5 7 . 1 5 7 . 1 5 7 . 1 5

5 7 9 1 3 . 2 2 3 . 9 1 4 . 8 8 6 . 6 2 4 . 5 9 5 . 7 6 6 . 9 3 8 . 0 2 5 . 9 5 6 . 6 4 7 . 9 8 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 21 . 6 4 2 . 4 3 3 . 0 2 3 . 9 2 3 . 3 5 4 . 1 8 4 . 9 0 5 . 5 8 5 . 0 6 5 . 6 3 6 . 5 9 6 . 6 4 6 . 6 4 6 . 6 4 6 . 6 4

6 0 9 6 2 . 9 0 3 . 5 1 4 . 4 0 5 . 9 6 4 . 1 4 5 . 1 9 6 . 2 4 7 . 6 6 5 . 3 7 5 . 9 8 7 . 1 9 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 21 . 4 1 2 . 0 7 2 . 5 8 3 . 3 5 2 . 8 7 3 . 5 9 4 . 1 8 5 . 0 6 4 . 3 3 4 . 8 1 5 . 6 3 6 . 2 1 6 . 2 1 6 . 2 1 6 . 2 1

6 4 0 0 3 . 1 8 3 . 9 8 5 . 3 9 3 . 7 5 4 . 6 9 5 . 6 6 6 . 9 3 4 . 8 5 5 . 4 1 6 . 5 2 7 . 3 4 7 . 9 9 8 . 0 2 8 . 0 21 . 7 9 2 . 2 3 2 . 8 8 2 . 4 8 3 . 0 9 3 . 6 1 4 . 3 6 3 . 7 2 4 . 1 5 4 . 8 5 5 . 4 4 5 . 9 1 5 . 9 2 5 . 9 2

6 7 0 5 2 . 9 0 3 . 6 3 4 . 9 1 3 . 4 1 4 . 2 7 5 . 1 5 6 . 3 0 4 . 4 2 4 . 9 1 5 . 9 2 6 . 6 8 7 . 2 6 8 . 0 2 8 . 0 21 . 5 4 1 . 9 2 2 . 5 1 2 . 1 4 2 . 6 8 3 . 1 3 3 . 7 7 3 . 2 3 3 . 6 0 4 . 2 1 4 . 7 1 5 . 1 2 5 . 6 1 5 . 6 1

7 0 1 0 2 . 6 4 3 . 3 1 4 . 4 9 3 . 1 2 3 . 9 1 4 . 6 9 5 . 7 6 4 . 0 4 4 . 4 9 5 . 4 1 6 . 1 0 6 . 6 4 7 . 3 9 8 . 0 21 . 3 5 1 . 6 9 2 . 1 8 1 . 8 6 2 . 3 3 2 . 7 4 3 . 2 9 2 . 8 3 3 . 1 5 3 . 6 7 4 . 11 4 . 4 8 4 . 9 4 5 . 2 9

7 3 1 5 2 . 4 2 3 . 0 3 4 . 11 2 . 8 6 3 . 5 7 4 . 3 0 5 . 2 8 3 . 7 0 4 . 1 3 4 . 9 6 5 . 6 0 6 . 1 0 6 . 7 8 8 . 0 21 . 1 8 1 . 4 7 1 . 9 2 1 . 6 4 2 . 0 5 2 . 4 0 2 . 9 0 2 . 4 8 2 . 7 5 3 . 2 2 3 . 6 1 3 . 9 2 4 . 3 4 5 . 0 4

7 6 1 9 2 . 6 2 3 . 2 9 3 . 9 6 4 . 8 7 3 . 4 1 3 . 7 9 4 . 5 6 5 . 1 5 5 . 6 0 6 . 2 4 7 . 5 01 . 4 5 1 . 8 0 2 . 11 2 . 5 5 2 . 1 8 2 . 4 3 2 . 8 4 3 . 1 9 3 . 4 7 3 . 8 3 4 . 5 3

7 9 2 4 2 . 4 2 3 . 0 5 3 . 6 6 4 . 4 9 3 . 1 5 3 . 5 0 4 . 2 1 4 . 7 5 5 . 1 8 5 . 7 6 6 . 9 11 . 2 8 1 . 6 0 1 . 8 8 2 . 2 7 1 . 9 4 2 . 1 5 2 . 5 2 2 . 8 3 3 . 0 7 3 . 4 0 4 . 0 2

8 2 2 9 2 . 2 4 2 . 8 1 3 . 4 0 4 . 1 5 2 . 9 1 3 . 2 5 3 . 9 1 4 . 4 0 4 . 8 0 5 . 3 4 6 . 4 01 . 1 5 1 . 4 3 1 . 6 7 2 . 0 2 1 . 7 3 1 . 9 2 2 . 2 6 2 . 5 2 2 . 7 4 3 . 0 3 3 . 5 9

8 5 3 4 2 . 0 8 2 . 6 2 3 . 1 5 3 . 8 6 2 . 7 1 3 . 0 2 3 . 6 3 4 . 1 0 4 . 4 6 4 . 9 6 5 . 9 51 . 0 2 1 . 2 8 1 . 5 0 1 . 8 0 1 . 5 4 1 . 7 2 2 . 0 1 2 . 2 6 2 . 4 5 2 . 7 1 3 . 2 1

8 8 3 9 2 . 5 2 2 . 8 1 3 . 3 8 3 . 8 0 4 . 1 5 4 . 6 2 5 . 5 41 . 3 8 1 . 5 4 1 . 8 0 2 . 0 2 2 . 2 0 2 . 4 3 2 . 8 8

9 1 4 4 2 . 3 4 2 . 6 2 3 . 1 5 3 . 5 6 3 . 8 8 4 . 3 1 5 . 1 81 . 2 5 1 . 4 0 1 . 6 3 1 . 8 3 1 . 9 9 2 . 2 0 2 . 5 9

9 4 4 8 2 . 2 0 2 . 4 5 2 . 9 6 3 . 3 2 3 . 6 3 4 . 0 4 4 . 8 41 . 1 3 1 . 2 6 1 . 4 7 1 . 6 6 1 . 8 0 1 . 9 9 2 . 3 4

9 7 5 3 2 . 0 7 2 . 3 0 2 . 7 7 3 . 1 2 3 . 4 0 3 . 7 7 4 . 5 31 . 0 3 1 . 1 5 1 . 3 4 1 . 5 0 1 . 6 3 1 . 8 0 2 . 1 4

19

S TANDARD LOAD TABLE IN METRIC UNITS/OPEN WEB STEEL JOISTS, K- S E R I E SSAFE UNIFORMLY DISTRIBUTED LOAD IN KILONEWTONS/METER

J o i s tD e s i g n a t i o n 1 8 K 3 1 8 K 4 1 8 K 5 1 8 K 6 1 8 K 7 1 8 K 9 1 8 K 1 0 2 0 K 3 2 0 K 4 2 0 K 5 2 0 K 6 2 0 K 7 2 0 K 9 2 0 K 1 0 2 2 K 4 2 2 K 5 2 2 K 6 2 2 K 7 2 2 K 9Depth (mm) 4 5 7 4 5 7 4 5 7 4 5 7 4 5 7 4 5 7 4 5 7 5 0 8 5 0 8 5 0 8 5 0 8 5 0 8 5 0 8 5 0 8 5 5 9 5 5 9 5 5 9 5 5 9 5 5 9Approx Mass

( k g / m ) 9 . 8 1 0 . 7 11 . 5 1 2 . 6 1 3 . 4 1 5 . 2 1 7 . 4 1 0 . 0 11 . 3 1 2 . 2 1 3 . 2 1 3 . 8 1 6 . 1 1 8 . 2 11 . 9 1 3 . 1 1 3 . 7 1 4 . 4 1 6 . 8Approx Mass

( k N / m ) 0 . 1 0 0 . 11 0 . 11 0 . 1 2 0 . 1 3 0 . 1 5 0 . 1 7 0 . 1 0 0 . 11 0 . 1 2 0 . 1 3 0 . 1 4 0 . 1 6 0 . 1 8 0 . 1 2 0 . 1 3 0 . 1 3 0 . 1 4 0 . 1 6Span (mm)

5 4 8 6 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 28 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2

5 7 9 1 7 . 5 0 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 27 . 2 0 7 . 6 3 7 . 6 3 7 . 6 3 7 . 6 3 7 . 6 3 7 . 6 3

6 0 9 6 6 . 7 5 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 7 . 5 4 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 26 . 1 7 7 . 1 5 7 . 1 5 7 . 1 5 7 . 1 5 7 . 1 5 7 . 1 5 7 . 5 4 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2

6 4 0 0 6 . 1 2 7 . 3 8 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 6 . 8 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 25 . 3 1 6 . 2 1 6 . 7 1 6 . 7 1 6 . 7 1 6 . 7 1 6 . 7 1 6 . 6 1 7 . 5 8 7 . 5 8 7 . 5 8 7 . 5 8 7 . 5 8 7 . 5 8

6 7 0 5 5 . 5 7 6 . 7 1 7 . 5 5 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 6 . 2 1 7 . 5 0 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 24 . 6 1 5 . 3 9 6 . 0 4 6 . 3 9 6 . 3 9 6 . 3 9 6 . 3 9 5 . 7 3 6 . 7 2 7 . 1 5 7 . 1 5 7 . 1 5 7 . 1 5 7 . 1 5 7 . 9 9 7 . 9 9 7 . 9 9 7 . 9 9 7 . 9 9

7 0 1 0 5 . 0 9 6 . 1 2 6 . 9 0 7 . 5 3 8 . 0 2 8 . 0 2 8 . 0 2 5 . 6 7 6 . 8 4 7 . 7 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 7 . 5 5 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 24 . 0 2 4 . 7 1 5 . 2 8 5 . 7 3 6 . 1 0 6 . 1 0 6 . 1 0 5 . 0 2 5 . 8 6 6 . 5 8 6 . 8 2 6 . 8 2 6 . 8 2 6 . 8 2 7 . 1 6 7 . 5 5 7 . 5 5 7 . 5 5 7 . 5 5

7 3 1 5 4 . 6 7 5 . 6 1 6 . 3 3 6 . 9 0 7 . 6 7 8 . 0 2 8 . 0 2 5 . 2 1 6 . 2 7 7 . 0 7 7 . 7 0 8 . 0 2 8 . 0 2 8 . 0 2 6 . 9 3 7 . 8 2 8 . 0 2 8 . 0 2 8 . 0 23 . 5 3 4 . 1 4 4 . 6 4 5 . 0 3 5 . 5 7 5 . 7 7 5 . 7 7 4 . 4 0 5 . 1 5 5 . 7 7 6 . 2 7 6 . 5 3 6 . 5 3 6 . 5 3 6 . 2 8 7 . 0 4 7 . 2 2 7 . 2 2 7 . 2 2

7 6 1 9 4 . 2 9 5 . 1 8 5 . 8 3 6 . 3 4 7 . 0 7 8 . 0 2 8 . 0 2 4 . 8 0 5 . 7 7 6 . 5 0 7 . 0 9 7 . 8 9 8 . 0 2 8 . 0 2 6 . 3 9 7 . 1 9 7 . 8 3 8 . 0 2 8 . 0 23 . 1 2 3 . 6 4 4 . 1 0 4 . 4 5 4 . 9 1 5 . 5 0 5 . 5 0 3 . 8 8 4 . 5 5 5 . 1 0 5 . 5 4 6 . 1 4 6 . 2 1 6 . 2 1 5 . 5 6 6 . 2 3 6 . 7 7 6 . 9 1 6 . 9 1

7 9 2 4 3 . 9 6 4 . 7 8 5 . 3 8 5 . 8 6 6 . 5 3 7 . 8 5 8 . 0 2 4 . 4 3 5 . 3 4 6 . 0 1 6 . 5 5 7 . 2 9 8 . 0 2 8 . 0 2 5 . 8 9 6 . 6 4 7 . 2 3 8 . 0 2 8 . 0 22 . 7 7 3 . 2 3 3 . 6 3 3 . 9 5 4 . 3 6 5 . 1 6 5 . 2 6 3 . 4 4 4 . 0 4 4 . 5 2 4 . 9 1 5 . 4 4 5 . 9 1 5 . 9 1 4 . 9 3 5 . 5 3 5 . 9 9 6 . 6 2 6 . 6 2

8 2 2 9 3 . 6 7 4 . 4 2 4 . 9 9 5 . 4 2 6 . 0 5 7 . 2 6 8 . 0 2 4 . 1 0 4 . 9 4 5 . 5 7 6 . 0 7 6 . 7 5 8 . 0 2 8 . 0 2 5 . 4 5 6 . 1 5 6 . 6 9 7 . 4 7 8 . 0 22 . 4 6 2 . 8 8 3 . 2 3 3 . 5 1 3 . 8 9 4 . 5 9 5 . 0 6 3 . 0 7 3 . 6 0 4 . 0 4 4 . 3 9 4 . 8 5 5 . 6 7 5 . 6 7 4 . 3 9 4 . 9 1 5 . 3 5 5 . 9 2 6 . 3 0

8 5 3 4 3 . 4 1 4 . 11 4 . 6 4 5 . 0 4 5 . 6 1 6 . 7 5 7 . 9 9 3 . 8 0 4 . 5 9 5 . 1 8 5 . 6 3 6 . 2 7 7 . 5 4 8 . 0 2 5 . 0 7 5 . 7 2 6 . 2 3 6 . 9 3 8 . 0 22 . 2 0 2 . 5 8 2 . 9 0 3 . 1 5 3 . 4 8 4 . 11 4 . 8 3 2 . 7 5 3 . 2 2 3 . 6 1 3 . 9 2 4 . 3 4 5 . 1 5 5 . 4 7 3 . 9 4 4 . 4 0 4 . 7 8 5 . 3 1 6 . 0 2

8 8 3 9 3 . 1 8 3 . 8 3 4 . 3 1 4 . 6 9 5 . 2 3 6 . 2 8 7 . 4 5 3 . 5 4 4 . 2 7 4 . 8 1 5 . 2 5 5 . 8 5 7 . 0 3 8 . 0 2 4 . 7 2 5 . 3 2 5 . 8 0 6 . 4 6 7 . 7 61 . 9 8 2 . 3 2 2 . 6 1 2 . 8 3 3 . 1 3 3 . 7 0 4 . 3 4 2 . 4 8 2 . 9 0 3 . 2 5 3 . 5 3 3 . 9 1 4 . 6 2 5 . 2 3 3 . 5 3 3 . 9 6 4 . 3 0 4 . 7 7 5 . 6 4

9 1 4 4 2 . 9 6 3 . 5 7 4 . 0 2 4 . 3 9 4 . 8 8 5 . 8 6 6 . 9 6 3 . 3 1 3 . 9 9 4 . 4 9 4 . 9 0 5 . 4 5 6 . 5 6 7 . 7 7 4 . 4 0 4 . 9 7 5 . 4 1 6 . 0 2 7 . 2 51 . 7 9 2 . 1 0 2 . 3 4 2 . 5 5 2 . 8 3 3 . 3 4 3 . 9 2 2 . 2 3 2 . 6 1 2 . 9 3 3 . 1 8 3 . 5 3 4 . 1 7 4 . 9 0 3 . 1 9 3 . 5 7 3 . 8 8 4 . 3 0 5 . 0 9

9 4 4 8 2 . 7 7 3 . 3 4 3 . 7 6 4 . 1 0 4 . 5 6 5 . 4 8 6 . 5 0 3 . 0 9 3 . 7 3 4 . 2 1 4 . 5 8 5 . 1 0 6 . 1 4 7 . 2 8 4 . 1 3 4 . 6 5 5 . 0 6 5 . 6 4 6 . 7 81 . 6 1 1 . 8 9 2 . 1 3 2 . 3 0 2 . 5 5 3 . 0 2 3 . 5 4 2 . 0 1 2 . 3 6 2 . 6 5 2 . 8 8 3 . 1 9 3 . 7 7 4 . 4 3 2 . 8 8 3 . 2 3 3 . 5 1 3 . 8 9 4 . 6 1

9 7 5 3 2 . 5 9 3 . 1 3 3 . 5 3 3 . 8 5 4 . 2 9 5 . 1 5 6 . 1 0 2 . 9 0 3 . 5 0 3 . 9 5 4 . 3 0 4 . 7 8 5 . 7 6 6 . 8 2 3 . 8 6 4 . 3 6 4 . 7 5 5 . 2 9 6 . 3 61 . 4 7 1 . 7 2 1 . 9 2 2 . 1 0 2 . 3 2 2 . 7 4 3 . 2 2 1 . 8 3 2 . 1 4 2 . 4 0 2 . 6 1 2 . 9 0 3 . 4 2 4 . 0 2 2 . 6 2 2 . 9 3 3 . 1 9 3 . 5 3 4 . 1 8

1 0 0 5 8 2 . 4 5 2 . 9 4 3 . 3 2 3 . 6 1 4 . 0 2 4 . 8 4 5 . 7 3 2 . 7 2 3 . 2 9 3 . 7 0 4 . 0 4 4 . 5 0 5 . 4 1 6 . 4 2 3 . 6 3 4 . 1 0 4 . 4 6 4 . 9 7 5 . 9 81 . 3 4 1 . 5 7 1 . 7 6 1 . 9 1 2 . 11 2 . 4 9 2 . 9 3 1 . 6 6 1 . 9 5 2 . 1 8 2 . 3 7 2 . 6 4 3 . 1 2 3 . 6 6 2 . 3 9 2 . 6 7 2 . 9 0 3 . 2 2 3 . 8 0

1 0 3 6 3 2 . 3 0 2 . 7 7 3 . 1 2 3 . 4 0 3 . 7 9 4 . 5 5 5 . 3 9 2 . 5 6 3 . 0 9 3 . 4 8 3 . 8 0 4 . 2 3 5 . 0 9 6 . 0 4 3 . 4 2 3 . 8 6 4 . 2 0 4 . 6 8 5 . 6 31 . 2 2 1 . 4 3 1 . 6 0 1 . 7 5 1 . 9 2 2 . 2 7 2 . 6 8 1 . 5 3 1 . 7 8 1 . 9 9 2 . 1 7 2 . 4 0 2 . 8 4 3 . 3 4 2 . 1 7 2 . 4 3 2 . 6 5 2 . 9 4 3 . 4 8

1 0 6 6 8 2 . 1 7 2 . 6 1 2 . 9 4 3 . 2 1 3 . 5 7 4 . 2 9 5 . 0 9 2 . 4 2 2 . 9 1 3 . 2 9 3 . 5 9 3 . 9 9 4 . 8 0 5 . 6 9 3 . 2 2 3 . 6 3 3 . 9 6 4 . 4 2 5 . 3 11 . 1 2 1 . 3 1 1 . 4 7 1 . 6 0 1 . 7 6 2 . 0 8 2 . 4 5 1 . 4 0 1 . 6 3 1 . 8 3 1 . 9 9 2 . 2 0 2 . 6 1 3 . 0 6 1 . 9 9 2 . 2 3 2 . 4 3 2 . 6 9 3 . 1 9

1 0 9 7 2 2 . 0 5 2 . 4 6 2 . 7 8 3 . 0 3 3 . 3 8 4 . 0 5 4 . 8 1 2 . 2 9 2 . 7 5 3 . 1 0 3 . 3 8 3 . 7 7 4 . 5 3 5 . 3 8 3 . 0 5 3 . 4 4 3 . 7 5 4 . 1 7 5 . 0 21 . 0 2 1 . 1 9 1 . 3 4 1 . 4 7 1 . 6 1 1 . 9 2 2 . 2 4 1 . 2 8 1 . 5 0 1 . 6 7 1 . 8 2 2 . 0 2 2 . 3 9 2 . 8 1 1 . 8 3 2 . 0 5 2 . 2 3 2 . 4 6 2 . 9 3

11 2 7 7 2 . 1 5 2 . 6 1 2 . 9 4 3 . 2 1 3 . 5 7 4 . 2 9 5 . 0 9 2 . 8 8 3 . 2 5 3 . 5 4 3 . 9 5 4 . 7 41 . 1 8 1 . 3 8 1 . 5 4 1 . 6 7 1 . 8 6 2 . 2 0 2 . 5 9 1 . 6 9 1 . 8 9 2 . 0 5 2 . 2 7 2 . 6 9

11 5 8 2 2 . 0 5 2 . 4 8 2 . 7 8 3 . 0 3 3 . 3 8 4 . 0 7 4 . 8 3 2 . 7 2 3 . 0 7 3 . 3 5 3 . 7 3 4 . 4 91 . 0 7 1 . 2 6 1 . 4 3 1 . 5 4 1 . 7 2 2 . 0 2 2 . 3 9 1 . 5 6 1 . 7 3 1 . 8 9 2 . 1 0 2 . 4 8

11 8 8 7 1 . 9 4 2 . 3 4 2 . 6 4 2 . 8 8 3 . 2 1 3 . 8 6 4 . 5 8 2 . 5 9 2 . 9 1 3 . 1 8 3 . 5 4 4 . 2 61 . 0 0 1 . 1 8 1 . 3 1 1 . 4 3 1 . 5 9 1 . 8 8 2 . 2 0 1 . 4 3 1 . 6 0 1 . 7 5 1 . 9 4 2 . 2 9

1 2 1 9 2 1 . 8 5 2 . 2 3 2 . 5 1 2 . 7 4 3 . 0 5 3 . 6 6 4 . 3 4 2 . 4 6 2 . 7 7 3 . 0 2 3 . 3 7 4 . 0 50 . 9 3 1 . 0 9 1 . 2 2 1 . 3 2 1 . 4 7 1 . 7 3 2 . 0 4 1 . 3 2 1 . 4 8 1 . 6 1 1 . 7 9 2 . 1 3

1 2 4 9 6 2 . 3 4 2 . 6 4 2 . 8 7 3 . 2 1 3 . 8 51 . 2 4 1 . 3 8 1 . 5 0 1 . 6 6 1 . 9 7

1 2 8 0 1 2 . 2 3 2 . 5 2 2 . 7 4 3 . 0 5 3 . 6 71 . 1 5 1 . 2 8 1 . 4 0 1 . 5 4 1 . 8 3

1 3 1 0 6 2 . 1 3 2 . 4 0 2 . 6 1 2 . 9 1 3 . 5 01 . 0 6 1 . 1 9 1 . 2 9 1 . 4 4 1 . 7 0

1 3 4 11 2 . 0 2 2 . 2 9 2 . 4 9 2 . 7 8 3 . 3 40 . 9 9 1 . 1 0 1 . 2 1 1 . 3 4 1 . 5 9

2 2 K 1 0 2 2 K 115 5 9 5 5 9

1 8 . 8 2 0 . 5

0 . 1 8 0 . 2 0

8 . 0 2 8 . 0 27 . 9 9 7 . 9 98 . 0 2 8 . 0 27 . 5 5 7 . 5 58 . 0 2 8 . 0 27 . 2 2 7 . 2 28 . 0 2 8 . 0 26 . 9 1 6 . 9 18 . 0 2 8 . 0 26 . 6 2 6 . 6 28 . 0 2 8 . 0 26 . 3 0 6 . 3 08 . 0 2 8 . 0 26 . 0 2 6 . 0 28 . 0 2 8 . 0 25 . 8 2 5 . 8 28 . 0 2 8 . 0 25 . 6 1 5 . 6 18 . 0 2 8 . 0 25 . 3 8 5 . 3 87 . 5 4 8 . 0 14 . 9 1 5 . 1 87 . 0 9 7 . 7 64 . 4 8 4 . 8 76 . 6 8 7 . 5 34 . 0 8 4 . 5 86 . 3 0 7 . 2 03 . 7 5 4 . 2 65 . 9 5 6 . 8 13 . 4 4 3 . 9 25 . 6 3 6 . 4 53 . 1 6 3 . 6 05 . 3 4 6 . 112 . 9 1 3 . 3 25 . 0 6 5 . 7 92 . 6 9 3 . 0 74 . 8 1 5 . 5 02 . 4 9 2 . 8 44 . 5 8 5 . 2 32 . 3 2 2 . 6 44 . 3 6 4 . 9 92 . 1 5 2 . 4 54 . 1 5 4 . 7 52 . 0 1 2 . 2 93 . 9 6 4 . 5 31 . 8 6 2 . 1 3


*

20

J o i s tD e s i g n a t i o n 2 4 K 4 2 4 K 5 2 4 K 6 2 4 K 7 2 4 K 8 2 4 K 9 2 4 K 1 0 2 4 K 1 2 2 6 K 5 2 6 K 6 2 6 K 7 2 6 K 8 2 6 K 9 2 6 K 1 0 2 6 K 1 2 2 8 K 6 2 8 K 7 2 8 K 8 2 8 K 9Depth (mm) 6 1 0 6 1 0 6 1 0 6 1 0 6 1 0 6 1 0 6 1 0 6 1 0 6 6 0 6 6 0 6 6 0 6 6 0 6 6 0 6 6 0 6 6 0 7 11 7 11 7 11 7 11Approx Mass

( k g / m ) 1 2 . 5 1 3 . 8 1 4 . 4 1 5 . 0 1 7 . 1 1 7 . 9 1 9 . 5 2 3 . 8 1 4 . 6 1 5 . 8 1 6 . 2 1 8 . 0 1 8 . 2 2 0 . 5 2 4 . 7 1 7 . 0 1 7 . 6 1 8 . 9 1 9 . 3Approx Mass

( k N / m ) 0 . 1 2 0 . 1 4 0 . 1 4 0 . 1 5 0 . 1 7 0 . 1 8 0 . 1 9 0 . 2 3 0 . 1 4 0 . 1 5 0 . 1 6 0 . 1 8 0 . 1 8 0 . 2 0 0 . 2 4 0 . 1 7 0 . 1 7 0 . 1 9 0 . 1 9Span (mm)

7 3 1 5 7 . 5 8 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 27 . 5 3 7 . 9 3 7 . 9 3 7 . 9 3 7 . 9 3 7 . 9 3 7 . 9 3 7 . 9 3

7 6 1 9 6 . 9 9 7 . 8 8 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 26 . 6 5 7 . 4 5 7 . 5 8 7 . 5 8 7 . 5 8 7 . 5 8 7 . 5 8 7 . 5 8

7 9 2 4 6 . 4 5 7 . 2 8 7 . 9 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 7 . 9 0 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 25 . 9 1 6 . 6 1 7 . 1 9 7 . 2 8 7 . 2 8 7 . 2 8 7 . 2 8 7 . 2 8 7 . 8 0 7 . 8 9 7 . 8 9 7 . 8 9 7 . 8 9 7 . 8 9 7 . 8 9

8 2 2 9 5 . 9 8 6 . 7 4 7 . 3 4 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 7 . 3 2 7 . 9 8 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 25 . 2 6 5 . 8 9 6 . 4 0 6 . 9 9 6 . 9 9 6 . 9 9 6 . 9 9 6 . 9 9 6 . 9 6 7 . 5 7 7 . 6 1 7 . 6 1 7 . 6 1 7 . 6 1 7 . 6 1

8 5 3 4 5 . 5 6 6 . 2 6 6 . 8 1 7 . 6 0 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 6 . 8 0 7 . 4 1 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 7 . 9 9 8 . 0 2 8 . 0 2 8 . 0 24 . 7 1 5 . 2 8 5 . 7 3 6 . 3 6 6 . 6 5 6 . 6 5 6 . 6 5 6 . 6 5 6 . 2 3 6 . 7 7 7 . 3 1 7 . 3 1 7 . 3 1 7 . 3 1 7 . 3 1 7 . 8 9 7 . 9 2 7 . 9 2 7 . 9 2

8 8 3 9 5 . 1 6 5 . 8 3 6 . 3 4 7 . 0 7 7 . 8 2 8 . 0 2 8 . 0 2 8 . 0 2 6 . 3 3 6 . 9 0 7 . 6 9 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 7 . 4 5 8 . 0 2 8 . 0 2 8 . 0 24 . 2 3 4 . 7 4 5 . 1 6 5 . 7 2 6 . 2 6 6 . 3 6 6 . 3 6 6 . 3 6 5 . 6 0 6 . 0 8 6 . 7 5 6 . 9 9 6 . 9 9 6 . 9 9 6 . 9 9 7 . 0 9 7 . 6 1 7 . 6 1 7 . 6 1

9 1 4 4 4 . 8 3 5 . 4 4 5 . 9 2 6 . 6 1 7 . 2 9 7 . 9 3 8 . 0 2 8 . 0 2 5 . 9 1 6 . 4 3 7 . 1 8 7 . 9 3 8 . 0 2 8 . 0 2 8 . 0 2 6 . 9 6 7 . 7 4 8 . 0 2 8 . 0 23 . 8 2 4 . 2 7 4 . 6 5 5 . 1 5 5 . 6 4 6 . 11 6 . 1 5 6 . 1 5 5 . 0 4 5 . 5 0 6 . 0 8 6 . 6 6 6 . 6 9 6 . 6 9 6 . 6 9 6 . 4 0 7 . 0 9 7 . 2 9 7 . 2 9

9 4 4 8 4 . 5 2 5 . 0 9 5 . 5 4 6 . 1 8 6 . 8 2 7 . 4 4 8 . 0 2 8 . 0 2 5 . 5 3 6 . 0 2 6 . 7 1 7 . 4 2 8 . 0 2 8 . 0 2 8 . 0 2 6 . 5 0 7 . 2 5 8 . 0 2 8 . 0 23 . 4 5 3 . 8 8 4 . 2 1 4 . 6 7 5 . 1 0 5 . 5 3 5 . 9 8 5 . 9 8 4 . 5 8 4 . 9 7 5 . 5 1 6 . 0 2 6 . 4 7 6 . 4 7 6 . 4 7 5 . 7 9 6 . 4 2 7 . 0 0 7 . 0 0

9 7 5 3 4 . 2 3 4 . 7 7 5 . 2 1 5 . 7 9 6 . 4 0 6 . 9 7 8 . 0 1 8 . 0 1 5 . 1 9 5 . 6 4 6 . 3 6 . 9 6 7 . 5 7 8 . 0 1 8 . 0 1 6 . 1 0 6 . 8 0 7 . 5 1 8 . 0 13 . 1 3 3 . 5 1 3 . 8 2 4 . 2 3 4 . 6 4 5 . 0 2 5 . 7 3 5 . 7 3 4 . 1 5 4 . 5 0 5 . 0 0 5 . 4 7 5 . 9 3 6 . 2 8 6 . 2 8 5 . 2 6 5 . 8 3 6 . 3 9 6 . 7 5

1 0 0 5 8 3 . 9 8 4 . 4 9 4 . 8 8 5 . 4 4 6 . 0 2 6 . 5 5 7 . 7 6 7 . 7 6 4 . 8 7 5 . 3 1 5 . 9 2 6 . 5 3 7 . 1 2 7 . 7 6 7 . 7 6 5 . 7 3 6 . 3 9 7 . 0 6 7 . 6 92 . 8 6 3 . 2 1 3 . 4 8 3 . 8 6 4 . 2 1 4 . 5 6 5 . 3 7 5 . 3 7 3 . 7 7 4 . 11 4 . 5 5 4 . 9 9 5 . 3 9 5 . 8 9 5 . 8 9 4 . 8 0 5 . 3 1 5 . 8 2 6 . 3 0

1 0 3 6 3 3 . 7 5 4 . 2 3 4 . 5 9 5 . 1 2 5 . 6 6 6 . 1 7 7 . 3 2 7 . 5 3 4 . 5 9 5 . 0 0 5 . 5 7 6 . 1 5 6 . 6 9 7 . 5 3 7 . 5 3 5 . 3 9 6 . 0 1 6 . 6 5 7 . 2 32 . 6 1 2 . 9 3 3 . 1 8 3 . 5 3 3 . 8 5 4 . 1 7 4 . 9 1 5 . 0 2 3 . 4 5 3 . 7 5 4 . 1 5 4 . 5 5 4 . 9 3 5 . 5 1 5 . 5 1 4 . 3 7 4 . 8 5 5 . 3 1 5 . 7 6

1 0 6 6 8 3 . 5 3 3 . 9 8 4 . 3 3 4 . 8 3 5 . 3 4 5 . 8 2 6 . 9 0 7 . 3 1 4 . 3 3 4 . 7 1 5 . 2 5 5 . 8 0 6 . 3 1 7 . 3 1 7 . 3 1 5 . 0 9 5 . 6 7 6 . 2 7 6 . 8 22 . 3 9 2 . 6 8 2 . 9 1 3 . 2 2 3 . 5 3 3 . 8 2 4 . 4 9 4 . 7 2 3 . 1 6 3 . 4 4 3 . 8 0 4 . 1 7 4 . 5 2 5 . 1 9 5 . 1 9 4 . 0 1 4 . 4 5 4 . 8 5 5 . 2 6

1 0 9 7 2 3 . 3 4 3 . 7 6 4 . 1 0 4 . 5 6 5 . 0 4 5 . 5 0 6 . 5 2 7 . 1 0 4 . 0 8 4 . 4 5 4 . 9 6 5 . 4 8 5 . 9 6 7 . 0 9 7 . 1 0 4 . 8 1 5 . 3 5 5 . 9 2 6 . 4 52 . 1 8 2 . 4 6 2 . 6 7 2 . 9 6 3 . 2 3 3 . 5 1 4 . 1 3 4 . 4 6 2 . 9 0 3 . 1 5 3 . 5 0 3 . 8 3 4 . 1 4 4 . 8 7 4 . 8 7 3 . 6 7 4 . 0 8 4 . 4 6 4 . 8 4

11 2 7 7 3 . 1 5 3 . 5 6 3 . 8 8 4 . 3 1 4 . 7 7 5 . 1 9 6 . 1 7 6 . 9 1 3 . 8 6 4 . 2 1 4 . 6 9 5 . 1 9 5 . 6 4 6 . 7 1 6 . 9 1 4 . 5 5 5 . 0 7 5 . 6 0 6 . 1 02 . 0 1 2 . 2 6 2 . 4 6 2 . 7 2 2 . 9 9 3 . 2 3 3 . 7 9 4 . 2 3 2 . 6 7 2 . 9 0 3 . 2 2 3 . 5 3 3 . 8 2 4 . 4 9 4 . 5 9 3 . 3 8 3 . 7 5 4 . 11 4 . 4 5

11 5 8 2 2 . 9 9 3 . 3 7 3 . 6 7 4 . 1 0 4 . 5 2 4 . 9 3 5 . 8 5 6 . 7 2 3 . 6 6 3 . 9 9 4 . 4 5 4 . 9 1 5 . 3 5 6 . 3 6 6 . 7 2 4 . 3 1 4 . 8 0 5 . 3 1 5 . 7 71 . 8 6 2 . 0 8 2 . 2 7 2 . 5 1 2 . 7 5 2 . 9 7 3 . 5 0 4 . 0 1 2 . 4 6 2 . 6 8 2 . 9 7 3 . 2 5 3 . 5 1 4 . 1 4 4 . 3 6 3 . 1 2 3 . 4 5 3 . 7 9 4 . 11

11 8 8 7 2 . 8 4 3 . 1 9 3 . 4 8 3 . 8 8 4 . 2 9 4 . 6 7 5 . 5 4 6 . 5 5 3 . 4 7 3 . 7 9 4 . 2 1 4 . 6 7 5 . 0 7 6 . 0 2 6 . 5 5 4 . 0 8 4 . 5 6 5 . 0 4 5 . 4 81 . 7 2 1 . 9 2 2 . 1 0 2 . 3 2 2 . 5 3 2 . 7 5 3 . 2 3 3 . 8 0 2 . 2 7 2 . 4 8 2 . 7 4 3 . 0 0 3 . 2 5 3 . 8 2 4 . 1 3 2 . 8 8 3 . 1 9 3 . 5 0 3 . 7 9

1 2 1 9 2 2 . 6 9 3 . 0 3 3 . 3 1 3 . 6 9 4 . 0 8 4 . 4 3 5 . 2 6 6 . 3 9 3 . 3 1 3 . 6 0 4 . 0 1 4 . 4 3 4 . 8 3 5 . 7 3 6 . 3 9 3 . 8 8 4 . 3 3 4 . 7 8 5 . 2 11 . 5 9 1 . 7 8 1 . 9 4 2 . 1 5 2 . 3 4 2 . 5 5 3 . 0 0 3 . 6 0 2 . 11 2 . 2 9 2 . 5 3 2 . 7 8 3 . 0 2 3 . 5 4 3 . 9 2 2 . 6 7 2 . 9 6 3 . 2 3 3 . 5 1

1 2 4 9 6 2 . 5 6 2 . 8 8 3 . 1 5 3 . 5 1 3 . 8 8 4 . 2 3 5 . 0 2 6 . 2 3 3 . 1 3 3 . 4 2 3 . 8 2 4 . 2 1 4 . 5 9 5 . 4 5 6 . 2 3 3 . 6 9 4 . 1 3 4 . 5 5 4 . 9 61 . 4 7 1 . 6 6 1 . 8 0 1 . 9 9 2 . 1 8 2 . 3 6 2 . 7 8 3 . 4 2 1 . 9 5 2 . 1 3 2 . 3 6 2 . 5 8 2 . 8 0 3 . 2 8 3 . 7 3 2 . 4 8 2 . 7 5 3 . 0 0 3 . 2 6

1 2 8 0 1 2 . 4 5 2 . 7 5 3 . 0 0 3 . 3 4 3 . 6 9 4 . 0 2 4 . 7 7 6 . 0 8 2 . 9 9 3 . 2 6 3 . 6 3 4 . 0 1 4 . 3 7 5 . 1 9 6 . 0 8 3 . 5 1 3 . 9 2 4 . 3 3 4 . 7 21 . 3 7 1 . 5 4 1 . 6 7 1 . 8 5 2 . 0 2 2 . 2 0 2 . 5 8 3 . 2 6 1 . 8 2 1 . 9 8 2 . 1 8 2 . 3 9 2 . 5 9 3 . 0 6 3 . 5 6 2 . 3 0 2 . 5 5 2 . 8 0 3 . 0 3

1 3 1 0 6 2 . 3 3 2 . 6 2 2 . 8 6 3 . 1 9 3 . 5 3 3 . 8 3 4 . 5 5 5 . 9 2 2 . 8 6 3 . 1 0 3 . 4 7 3 . 8 3 4 . 1 7 4 . 9 4 5 . 9 3 3 . 3 5 3 . 7 5 4 . 1 4 4 . 5 01 . 2 8 1 . 4 3 1 . 5 6 1 . 7 2 1 . 8 9 2 . 0 4 2 . 4 0 3 . 1 0 1 . 6 9 1 . 8 3 2 . 0 4 2 . 2 3 2 . 4 2 2 . 8 4 3 . 3 8 2 . 1 4 2 . 3 7 2 . 6 1 2 . 8 3

1 3 4 11 6 . 6 1 2 . 5 1 2 . 7 2 3 . 0 5 3 . 3 7 3 . 6 6 4 . 3 4 5 . 6 4 2 . 7 2 2 . 9 7 3 . 3 1 3 . 6 6 3 . 9 8 4 . 7 2 5 . 8 0 3 . 2 1 3 . 5 7 3 . 9 5 4 . 3 01 . 1 9 1 . 3 4 1 . 4 5 1 . 6 0 1 . 7 6 1 . 9 1 2 . 2 4 2 . 9 0 1 . 5 7 1 . 7 2 1 . 9 1 2 . 0 8 2 . 2 6 2 . 6 5 3 . 2 3 1 . 9 9 2 . 2 1 2 . 4 3 2 . 6 4

1 3 7 1 6 2 . 1 3 2 . 3 9 2 . 6 1 2 . 9 0 3 . 2 1 3 . 5 0 4 . 1 5 5 . 3 9 2 . 6 1 2 . 8 3 3 . 1 6 3 . 5 0 3 . 8 0 4 . 5 2 5 . 6 7 3 . 0 6 3 . 4 1 3 . 7 7 4 . 111 . 1 0 1 . 2 5 1 . 3 5 1 . 5 0 1 . 6 4 1 . 7 8 2 . 1 0 2 . 6 9 1 . 4 7 1 . 6 0 1 . 7 8 1 . 9 4 2 . 11 2 . 4 8 3 . 0 9 1 . 8 6 2 . 0 7 2 . 2 7 2 . 4 6

1 4 0 2 0 2 . 0 2 2 . 2 9 2 . 4 9 2 . 7 8 3 . 0 7 3 . 3 5 3 . 9 6 5 . 1 6 2 . 4 9 2 . 7 1 3 . 0 2 3 . 3 4 3 . 6 4 4 . 3 1 5 . 5 4 2 . 9 3 3 . 2 6 3 . 6 1 3 . 9 41 . 0 3 1 . 1 6 1 . 2 6 1 . 4 1 1 . 5 4 1 . 6 6 1 . 9 7 2 . 5 3 1 . 3 8 1 . 5 0 1 . 6 6 1 . 8 2 1 . 9 7 2 . 3 2 2 . 9 6 1 . 7 5 1 . 9 4 2 . 1 3 2 . 3 0

1 4 3 2 5 1 . 9 4 2 . 1 8 2 . 3 9 2 . 6 7 2 . 9 4 3 . 2 1 3 . 8 0 4 . 9 4 2 . 3 9 2 . 5 9 2 . 9 0 3 . 1 9 3 . 4 8 4 . 1 4 5 . 3 8 2 . 8 0 3 . 1 2 3 . 4 5 3 . 7 60 . 9 7 1 . 0 9 1 . 1 9 1 . 3 1 1 . 4 4 1 . 5 6 1 . 8 3 2 . 3 7 1 . 2 9 1 . 4 0 1 . 5 6 1 . 7 0 1 . 8 5 2 . 1 7 2 . 8 0 1 . 6 3 1 . 8 2 1 . 9 8 2 . 1 5

1 4 6 3 0 1 . 8 6 2 . 1 0 2 . 2 9 2 . 5 5 2 . 8 3 3 . 0 7 3 . 6 4 4 . 7 4 2 . 2 9 2 . 4 9 2 . 7 7 3 . 0 6 3 . 3 4 3 . 9 6 5 . 1 5 2 . 6 8 3 . 0 0 3 . 3 1 3 . 6 00 . 9 1 1 . 0 2 1 . 1 2 1 . 2 4 1 . 3 5 1 . 4 7 1 . 7 2 2 . 2 3 1 . 2 1 1 . 3 1 1 . 4 5 1 . 6 0 1 . 7 3 2 . 0 4 2 . 6 2 1 . 5 3 1 . 7 0 1 . 8 6 2 . 0 2

1 4 9 3 5 2 . 1 8 2 . 3 9 2 . 6 7 2 . 9 4 3 . 2 1 3 . 8 0 4 . 9 4 2 . 5 8 2 . 8 7 3 . 1 8 3 . 4 51 . 1 3 1 . 2 4 1 . 3 7 1 . 5 0 1 . 6 3 1 . 9 1 2 . 4 6 1 . 4 4 1 . 6 0 1 . 7 5 1 . 8 9

1 5 2 4 0 2 . 1 0 2 . 2 9 2 . 5 5 2 . 8 3 3 . 0 7 3 . 6 4 4 . 7 4 2 . 4 8 2 . 7 5 3 . 0 5 3 . 3 21 . 0 6 1 . 1 6 1 . 2 9 1 . 4 1 1 . 5 3 1 . 8 0 2 . 3 2 1 . 3 5 1 . 5 0 1 . 6 4 1 . 7 9

1 5 5 4 4 2 . 0 2 2 . 2 0 2 . 4 5 2 . 7 1 2 . 9 6 3 . 5 1 4 . 5 6 2 . 3 7 2 . 6 5 2 . 9 3 3 . 1 91 . 0 0 1 . 0 9 1 . 2 1 1 . 3 2 1 . 4 4 1 . 6 9 2 . 1 8 1 . 2 8 1 . 4 1 1 . 5 4 1 . 6 7

1 5 8 4 9 1 . 9 4 2 . 11 2 . 3 6 2 . 6 1 2 . 8 4 3 . 3 7 4 . 3 9 2 . 2 9 2 . 5 5 2 . 8 1 3 . 0 60 . 9 4 1 . 0 3 1 . 1 5 1 . 2 5 1 . 3 5 1 . 6 0 2 . 0 7 1 . 2 1 1 . 3 4 1 . 4 5 1 . 5 9

1 6 1 5 4 2 . 2 0 2 . 4 5 2 . 7 1 2 . 9 61 . 1 3 1 . 2 6 1 . 3 8 1 . 5 0

1 6 4 5 9 2 . 11 2 . 3 6 2 . 6 1 2 . 8 41 . 0 7 1 . 1 9 1 . 2 9 1 . 4 1

1 6 7 6 4 2 . 0 4 2 . 2 7 2 . 5 2 2 . 7 41 . 0 2 1 . 1 2 1 . 2 4 1 . 3 4

1 7 0 6 8 1 . 9 7 2 . 2 0 2 . 4 2 2 . 6 40 . 9 6 1 . 0 6 1 . 1 6 1 . 2 6

2 8 K 1 0 2 8 K 1 27 11 7 11

2 1 . 3 2 5 . 5

0 . 2 1 0 . 2 5

8 . 0 2 8 . 0 27 . 9 2 7 . 9 28 . 0 2 8 . 0 27 . 6 1 7 . 6 18 . 0 2 8 . 0 27 . 2 9 7 . 2 98 . 0 2 8 . 0 27 . 0 0 7 . 0 08 . 0 1 8 . 0 16 . 7 5 6 . 7 57 . 7 6 7 . 7 66 . 3 4 6 . 3 47 . 5 3 7 . 5 35 . 9 8 5 . 9 87 . 3 1 7 . 3 15 . 6 7 5 . 6 77 . 1 0 7 . 1 05 . 3 4 5 . 3 46 . 9 1 6 . 9 15 . 0 2 5 . 0 26 . 7 2 6 . 7 24 . 7 4 4 . 7 46 . 5 2 6 . 5 54 . 4 6 4 . 4 96 . 1 8 6 . 3 94 . 1 4 4 . 2 45 . 8 9 6 . 2 33 . 8 3 4 . 0 45 . 6 0 6 . 0 83 . 5 7 3 . 8 55 . 3 5 5 . 9 33 . 3 2 3 . 6 75 . 1 0 5 . 8 03 . 0 9 3 . 5 04 . 8 7 5 . 6 72 . 8 8 3 . 3 44 . 6 7 5 . 5 42 . 7 1 3 . 1 94 . 4 6 5 . 4 22 . 5 3 3 . 0 64 . 2 9 5 . 3 22 . 3 7 2 . 9 34 . 11 5 . 2 12 . 2 3 2 . 8 13 . 9 4 5 . 1 02 . 1 0 2 . 6 93 . 7 9 4 . 9 31 . 9 8 2 . 5 53 . 6 4 4 . 7 41 . 8 6 2 . 4 03 . 5 0 4 . 5 61 . 7 6 2 . 2 73 . 3 8 4 . 3 91 . 6 6 2 . 1 43 . 2 5 4 . 2 31 . 5 7 2 . 0 23 . 1 3 4 . 0 81 . 4 8 1 . 9 2



*

21


J o i s tD e s i g n a t i o n 3 0 K 7 3 0 K 8 3 0 K 9 3 0 K 1 0 3 0 K 11 3 0 K 1 2Depth (mm) 7 6 2 7 6 2 7 6 2 7 6 2 7 6 2 7 6 2Approx Mass

( k g / m ) 1 8 . 3 1 9 . 6 1 9 . 9 2 2 . 3 2 4 . 4 2 6 . 2Approx Mass

( k N / m ) 0 . 1 8 0 . 1 9 0 . 2 0 0 . 2 2 0 . 2 4 0 . 2 6Span (mm)

9 1 4 4 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 27 . 9 2 7 . 9 2 7 . 9 2 7 . 9 2 7 . 9 2 7 . 9 2

9 4 4 8 7 . 7 9 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 2 8 . 0 27 . 4 1 7 . 5 8 7 . 5 8 7 . 5 8 7 . 5 8 7 . 5 8

9 7 5 3 7 . 3 1 8 . 0 1 8 . 0 1 8 . 0 1 8 . 0 1 8 . 0 16 . 7 2 7 . 2 9 7 . 2 9 7 . 2 9 7 . 2 9 7 . 2 9

1 0 0 5 8 6 . 8 7 7 . 5 8 7 . 7 6 7 . 7 6 7 . 7 6 7 . 7 66 . 1 2 6 . 7 1 6 . 8 2 6 . 8 2 6 . 8 2 6 . 8 2

1 0 3 6 3 6 . 4 6 7 . 1 5 7 . 5 3 7 . 5 3 7 . 5 3 7 . 5 35 . 6 0 6 . 1 2 6 . 4 3 6 . 4 3 6 . 4 3 6 . 4 3

1 0 6 6 8 6 . 1 0 6 . 7 4 7 . 3 1 7 . 3 1 7 . 3 1 7 . 3 15 . 1 2 5 . 6 0 6 . 0 5 6 . 0 5 6 . 0 5 6 . 0 5

1 0 9 7 2 5 . 7 6 6 . 3 6 6 . 9 3 7 . 1 0 7 . 1 0 7 . 1 04 . 7 1 5 . 1 5 5 . 5 8 5 . 7 2 5 . 7 2 5 . 7 2

11 2 7 7 5 . 4 4 6 . 0 2 6 . 5 5 6 . 9 1 6 . 9 1 6 . 9 14 . 3 3 4 . 7 4 5 . 1 3 5 . 4 5 5 . 4 5 5 . 4 5

11 5 8 2 5 . 1 6 5 . 7 0 6 . 2 1 6 . 7 2 6 . 7 2 6 . 7 23 . 9 9 4 . 3 7 4 . 7 4 5 . 1 5 5 . 1 5 5 . 1 5

11 8 8 7 4 . 9 0 5 . 4 1 5 . 8 9 6 . 5 5 6 . 5 5 6 . 5 53 . 6 9 4 . 0 4 4 . 3 7 4 . 8 5 4 . 8 5 4 . 8 5

1 2 1 9 2 4 . 6 5 5 . 1 5 5 . 6 0 6 . 3 9 6 . 3 9 6 . 3 93 . 4 1 3 . 7 3 4 . 0 5 4 . 5 9 4 . 5 9 4 . 5 9

1 2 4 9 6 4 . 4 2 4 . 8 8 5 . 3 2 6 . 2 3 6 . 2 3 6 . 2 33 . 1 6 3 . 4 7 3 . 7 6 4 . 3 7 4 . 3 7 4 . 3 7

1 2 8 0 1 4 . 2 1 4 . 6 7 5 . 0 7 6 . 0 2 6 . 0 8 6 . 0 82 . 9 4 3 . 2 2 3 . 5 0 4 . 11 4 . 1 4 4 . 1 4

1 3 1 0 6 4 . 0 2 4 . 4 5 4 . 8 4 5 . 7 4 5 . 9 3 5 . 9 32 . 7 4 3 . 0 0 3 . 2 5 3 . 8 3 3 . 9 4 3 . 9 4

1 3 4 11 3 . 8 3 4 . 2 4 4 . 6 2 5 . 4 8 5 . 8 0 5 . 8 02 . 5 6 2 . 8 0 3 . 0 3 3 . 5 7 3 . 7 6 3 . 7 6

1 3 7 1 6 3 . 6 6 4 . 0 5 4 . 4 2 5 . 2 3 5 . 6 7 5 . 6 72 . 3 9 2 . 6 1 2 . 8 4 3 . 3 4 3 . 5 9 3 . 5 9

1 4 0 2 0 3 . 5 1 3 . 8 8 4 . 2 3 5 . 0 2 5 . 5 4 5 . 5 42 . 2 3 2 . 4 5 2 . 6 5 3 . 1 2 3 . 4 4 3 . 4 4

1 4 3 2 5 3 . 3 5 3 . 7 2 4 . 0 4 4 . 8 0 5 . 4 2 5 . 4 22 . 1 0 2 . 2 9 2 . 4 9 2 . 9 3 3 . 2 9 3 . 2 9

1 4 6 3 0 3 . 2 2 3 . 5 6 3 . 8 8 4 . 5 9 5 . 2 8 5 . 3 21 . 9 7 2 . 1 5 2 . 3 3 2 . 7 4 3 . 1 3 3 . 1 5

1 4 9 3 5 3 . 0 9 3 . 4 1 3 . 7 2 4 . 4 2 5 . 0 6 5 . 2 11 . 8 5 2 . 0 2 2 . 1 8 2 . 5 8 2 . 9 4 3 . 0 2

1 5 2 4 0 2 . 9 6 3 . 2 8 3 . 5 7 4 . 2 4 4 . 8 5 5 . 1 21 . 7 3 1 . 8 9 2 . 0 5 2 . 4 2 2 . 7 7 2 . 9 0

1 5 5 4 4 2 . 8 4 3 . 1 5 3 . 4 2 4 . 0 7 4 . 6 7 5 . 0 01 . 6 3 1 . 7 9 1 . 9 4 2 . 2 9 2 . 6 1 2 . 8 0

1 5 8 4 9 2 . 7 4 3 . 0 3 3 . 2 9 3 . 9 1 4 . 4 9 4 . 9 01 . 5 4 1 . 6 9 1 . 8 3 2 . 1 5 2 . 4 6 2 . 6 8

1 6 1 5 4 2 . 6 4 2 . 9 1 3 . 1 8 3 . 7 6 4 . 3 1 4 . 8 11 . 4 5 1 . 5 9 1 . 7 3 2 . 0 4 2 . 3 2 2 . 5 8

1 6 4 5 9 2 . 5 3 2 . 8 0 3 . 0 5 3 . 6 3 4 . 1 5 4 . 7 21 . 3 7 1 . 5 0 1 . 6 3 1 . 9 2 2 . 1 8 2 . 4 8

1 6 7 6 4 2 . 4 5 2 . 6 9 2 . 9 4 3 . 5 0 4 . 0 1 4 . 5 51 . 2 9 1 . 4 3 1 . 5 4 1 . 8 2 2 . 0 7 2 . 3 4

1 7 0 6 8 2 . 3 6 2 . 6 1 2 . 8 4 3 . 3 7 3 . 8 6 4 . 3 91 . 2 2 1 . 3 4 1 . 4 5 1 . 7 2 1 . 9 7 2 . 2 3

1 7 3 7 3 2 . 2 7 2 . 5 2 2 . 7 4 3 . 2 5 3 . 7 3 4 . 2 31 . 1 6 1 . 2 8 1 . 3 8 1 . 6 3 1 . 8 6 2 . 11

1 7 6 7 8 2 . 2 0 2 . 4 3 2 . 6 4 3 . 1 3 3 . 6 0 4 . 0 81 . 1 0 1 . 2 1 1 . 3 1 1 . 5 4 1 . 7 6 1 . 9 9

1 7 9 8 3 2 . 1 3 2 . 3 4 2 . 5 5 3 . 0 3 3 . 4 8 3 . 9 51 . 0 5 1 . 1 5 1 . 2 5 1 . 4 7 1 . 6 7 1 . 8 9

1 8 2 8 8 2 . 0 5 2 . 2 7 2 . 4 6 2 . 9 3 3 . 3 7 3 . 8 21 . 0 0 1 . 0 9 1 . 1 8 1 . 4 0 1 . 5 9 1 . 8 0

*

22

STANDARD SPECIFICATIONSFOR OPEN WEB STEEL JOISTS, K -SERIES

Adopted by the Steel Joist Institute November 4, 1985 - Revised to May 2, 1994 - Effective September 1, 1994

SECTION 1.SCOPE

SECTION 2.DEFINITION

Standard Specifications and Load Tables. Open Web Steel Joists,K -Series. Copyright 1994.

Steel Joist Institute.

SECTION 3.MATERIALS

These specifications cover the design, manufactureand use of Open Web Steel Joists, K-Series.

The term Open Web Steel Joists K-Series, as usedherein, refers to open web, parallel chord, load-carry-ing members suitable for the direct support of floorsand roof decks in buildings, utilizing hot-rolled or cold-formed steel, including cold-formed steel whose yieldstrength* has been attained by cold working. K-SeriesJoists shall be designed in accordance with thesespecifications to support the uniformly distributedloads given in the Standard Load Tables for Open WebSteel Joists, K-Series, attached hereto.

The KCS Joist is a K-Series Joist which is provided toaddress the problem faced by specifying professionalswhen trying to select joists to support uniform plusconcentrated loads or other non uniform loads.

The design of chord sections for K-Series Joists shallbe based on a yield strength of 50 ksi (345 MPa). Thedesign of web sections for K-Series Joists shall bebased on a yield strength of either 36 ksi (250 MPa) or50 ksi (345 MPa). Steel used for K-Series Joists chordor web sections shall have a minimum yield strengthdetermined in accordance with one of the proceduresspecified in Section 3.2 which is equal to the yieldstrength assumed in the design.

* The term Yield Strength as used herein shall des-ignate the yield level of a material as determined bythe applicable method outlined in paragraph 13 -Yield Strength, or paragraph 12 - Yield Point, ofASTM Standard A370, Mechanical Testing of SteelProducts, or as specified in Section 3.2 of this Speci-fication.

3.1 STEEL

The steel used in the manufacture of chord and websections shall conform to one of the following ASTMSpecifications of latest adoption:

Structural Steel, ASTM A36/A36M.High-Strength, Low-Alloy StructuralSteel, ASTM A242/A242M.High-Strength Carbon-Manganese Steel of Structural Quality ASTM A529/A529M, Grade 50.Hot-Rolled Carbon Steel Sheet and Strip, Structural Quality, ASTM A570/A570M.High-Strength, Low-Alloy Columbium-Vanadium Steels of Structural Quality,ASTM A572/A572M, Grade 50.High-Strength, Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point to 4 inches (102mm) thick, ASTM A588/A588M.Steel Sheet and Strip, Hot-Rolled and Cold-Rolled, High-Strength Low-Alloy,with Improved Corrosion Resistance, ASTM A606.Steel Sheet and Strip, Hot-Rolled and Cold-Rolled, High-Strength, Low-Alloy,Columbium and/or Vanadium, ASTM A607, Grade 50.Steel, Cold-Rolled Sheet, Carbon Structural, ASTM A611, Grade D.

or shall be of suitable quality ordered or produced toother than the listed specifications, provided that suchmaterial in the state used for final assembly and man-ufacture is weldable and is proved by tests performedby the producer or manufacturer to have the proper-ties specified in Section 3.2.

3.2 MECHANICALPROPERTIES

The yield strength used as a basis for the designstresses prescribed in Section 4 shall be either 36 ksi(250 MPa) or 50 ksi (345 MPa). Evidence that thesteel furnished meets or exceeds the design yieldstrength shall, if requested, be provided in the form ofan affidavit or by witnessed or certified test reports.

For material used without consideration of increase inyield strength resulting from cold forming, the speci-mens shall be taken from as-rolled material. In thecase of material, the mechanical properties of whichconform to the requirements of one of the listed spec-ifications, test specimens and procedure shall conformto those of such specifications and to ASTM A370.

In the case of material, the mechanical properties ofwhich do not conform to the requirements of one of thelisted specifications, the test specimens and proce-dures shall conform to the applicable requirements ofASTM A370, and the specimens shall exhibit a yieldstrength equal to or exceeding the design yieldstrength and an elongation of not less than (a) 20 per-cent in 2 inches (51 mm) for sheet and strip, or (b) 18percent in 8 inches (203 mm) for plates, shapes andbars with adjustments for thickness for plates, shapes

trusses supporting a floor or roof deck so constructedas to brace the top chord of the joists against lateralbuckling. Where any applicable design feature is notspecifically covered herein, the design shall be inaccordance with the following specifications of latestadoption:

(a) American Institute of Steel Construction Specifica-tion for Design, Fabrication and Erection of Struc-tural Steel for Buildings (Allowable Stress Design),where the material used consists of plates,shapes or bars.

(b) American Iron and Steel Institute Specification forthe Design of Cold-Formed Steel Structural Mem-bers, for members which are formed from sheet orstrip material.

4.2 UNIT STRESSES

Joists shall have their components so proportionedthat the unit stresses in kips per square inch (MegaPascal) shall not exceed the following, where Fy is theyield strength defined in Section 3.2:

( a ) Te n s i o n :

ChordsFy = 50 ksi (345 MPa). . . . Ft= 30 ksi (207 MPa)

WebsFy = 50 ksi (345 MPa). . . . Ft = 30 ksi (207 MPa)Fy = 36 ksi (250 MPa). . . . Ft = 22 ksi (152 MPa)

(b) CompressionFor members with l / r less than Cc:

STANDARD SPECIFICATIONS / FOR OPEN WEB STEEL JOISTS, K -SERIES

23

SECTION 4.DESIGN AND MANUFA C T U R E

and bars as prescribed in ASTM A36/A36M,A242/A242M, A529/A529M, A572/A572M,A588/A588M, whichever specification is applicableon the basis of design yield strength.

The number of tests shall be as prescribed in ASTMA6 for plates, shapes, and bars; and ASTM A570,A570M, A606, A607, and A611 for sheet and strip.

If as-formed strength is utilized, the test reports shallshow the results of tests performed on full sectionspecimens in accordance with the provisions of Sec-tion 3.1.1 and 6.3 of the AISI Specifications for theDesign of Cold Formed Steel Structural Members andshall indicate compliance with these provisions andwith the following additional requirements:

(a) The yield strength measured in the tests shallequal or exceed the design yield strength.

(b) Where tension tests are made for acceptance andcontrol purposes, the tensile strength shall be atleast 6 percent greater than the yield strength ofthe section.

(c) Where compression tests are used for acceptanceand control purposes, the specimen shall with-stand a gross shortening of 2 percent of its origi-nal length without cracking. The length of thespecimen shall be not greater than 20 times theleast radius of gyration.

(d) If any test specimen fails to pass the requirementsof the subparagraphs (a), (b), or (c) above, asapplicable, two retests shall be made of speci-mens from the same lot. Failure of one of theretest specimens to meet such requirements shallbe the cause for rejection of the lot represented bythe specimens.

3.3 PAINTThe standard shop paint is a primer coat intended toprotect the steel for only a short period of exposure inordinary atmospheric conditions and shall be consid-ered an impermanent and provisional coating.

When specified, the standard shop paint shall conformto one of the following:

(a) Steel Structures Painting Council Specification15-68T, Type 1 (red oxide).

(b) Federal Specification TT-P-636 (red oxide).(c) Or, shall be a shop paint which meets the mini-mum performance requirements of one of the abovelisted specifications.

4.1 METHOD

Joists shall be designed in accordance with thesespecifications as simply supported, uniformly loaded

where Q is a form factor equal to unity except when thewidth-thickness ratio of one or more elements of theprofile exceeds the limits specified in the AISC Specifi-cations, Section B5 (Allowable Stress Design) for hot-rolled sections, and in the AISI Specifications, Section 3,for cold formed sections.

For members with l/r greater than Cc:

In the above formulas, l is taken as the distancebetween panel points for the chord members and theunbraced length clear of attachments for web mem-bers, and r is the corresponding least radius of gyra-tion of the member or any component thereof. E isequal to 29,000 ksi (200,000 MPa).

12p 2E23(l/r)2

Fa =

STANDARD SPECIFICATIONS / FOR OPEN WEB STEEL JOISTS, K -SERIES

24

(c) Bending:

4.3 MAXIMUM SLENDERNESS RAT I O S

The slenderness ratio, l/ r, where l is as used in Section4.2 (b) and r is the corresponding least radius of gyration,shall not exceed the following:

Top chord interior panels. . . . . . . . . . . . . . . . . 9 0Top chord end panels. . . . . . . . . . . . . . . . . . . 1 2 0Compression members other than top chord. 2 0 0Tension members. . . . . . . . . . . . . . . . . . . . . . 2 4 0

If moment-resistant weld groups are not used at theends of a crimped, first primary compression webm e m b e r, then 1.2 l/rx must be used. Where rx =member

Date post:	17-Oct-2015
Category:	Documents
Upload:	liviomari
View:	416 times
Download:	11 times

Vulcraft Joists SIZES

Documents